HONDA DEALERSHIP LAKE ELSINORE, CALIFORNIA. Prepared by:

Transcription

1 LOS ANGELES 21 S. Figueroa St, Suite 24 Los Angeles, CA Fax : ONTARIO 4141 E. Inland Empire Blvd, Suite 25 Ontario, CA Fax : SAN DIEGO 6 B St, Suite 16 San Diego, CA Fax: SANTA CLARITA Springfield Ct, Suite 35 Santa Clarita, CA Fax TEMECULA Remington Ave, Suite 22 Temecula, CA Fax: HONDA DEALERSHIP PREPARED FOR: LAKE ELSINORE, CALIFORNIA Prepared by: TUSTIN th St, Suite 2 Tustin, CA Fax: VICTORVILLE Cajon Ave, Suite Fax FINAL REPORT June 19, 218

2 June 19, 218 Job No. DLRCSRZY-1 Mr. Bob Zamora SRZ Yuma, LLC 3158 Auto Center Circle, Suite E Stockton, CA RE: Traffic Impact Analysis Honda Dealership Lake Elsinore, CA Dear Mr. Zamora, David Evans and Associates, Inc. is pleased to submit this Traffic Impact Analysis (TIA) for the proposed project consisting of an Automobile Sales Building. The proposed project is located at the southeast corner of the intersection of Collier Avenue and Crane Street in the City of Lake Elsinore, California. The report evaluates potential project-specific traffic impacts and recommends traffic improvements if any impacts are determined to be significant. The report also evaluates the impacts of overall growth in development to determine if the proposed project, cumulatively with other development, contributes to significant impacts. The report has been prepared in coordination with the City of Lake Elsinore Engineering Department who approved the scope of work prior to preparation of the report, provided in the APPENDIX A. The analysis and methods employed in the report comply with California Environmental Quality Act (CEQA) requirements. We are pleased to have been of assistance to you in processing and obtaining approval for the project. If you have any questions or comments, please feel free to contact me at Respectfully submitted, David Evans and Associates, Inc. Robert A. Kilpatrick, P.E., T.E. Senior Project Manager / Senior Associate i

3 TABLE OF CONTENTS 1 INTRODUCTION EXISTING CONDITIONS... 4 Local and Major Roadways... 4 Existing Traffic Volumes... 4 Capacity Analysis Methodologies... 7 Level of Significance... 8 Existing Traffic Analysis EXISTING PLUS PROJECT CONDITIONS... 9 Project Trip Generation... 9 Project Trip Distribution and Assignment... 9 Existing Plus Project Traffic Analysis PROJECT TRAFFIC CONDITIONS...16 Project Traffic Analysis CUMULATIVE CONDITIONS...18 Cumulative Development...18 Cumulative Traffic Analysis PROJECT MITIGATION AND SUMMARY...23 Project Specific Improvements APPENDICES...26 LIST OF FIGURES Figure 1: Vicinity Map... 2 Figure 2: Site Plan... 3 Figure 3: Existing Condition Intersection Geometrics... 5 Figure 4: Existing Condition Traffic Volumes... 6 Figure 5: Primary Project Trip Distribution...1 Figure 6: Project Trips...11 Figure 7: Existing plus Project Condition Traffic Volumes...14 Figure 8: Existing plus Project Condition Intersection Geometrics...15 Figure 9: Opening Year with Project Traffic Volumes...17 Figure 1: Other Area Project Trips...19 Figure 11: Cumulative Condition with Project Traffic Volumes...21 Figure 12: Cumulative Condition Intersection Geometrics...22 Figure 13: Summary of Traffic Improvements...25 ii

4 LIST OF TABLES Table 2-1: HCM 21 LOS Criteria for Signalized Intersections... 7 Table 2-2: HCM 21 LOS Criteria for OWSC, TWSC, and AWSC... 7 Table 2-3: Intersection Capacity Analysis - Existing Conditions... 8 Table 3-1: Project Trip Generation... 9 Table 3-2: Intersection Capacity Analysis Existing Plus Project Conditions...12 Table 4-1: Intersection Capacity Analysis Project Conditions...16 Table 5-1: Estimated Trip Generation for Cumulative Development...18 Table 5-2: Intersection Capacity Analysis Cumulative Conditions...2 LIST OF APPENDICES APPENDIX A: APPROVED SCOPE AGREEMENT APPENDIX B: INTERSECTION CAPACITY ANALYSIS CALCULATIONS APPENDIX C: OTHER AREA PROJECTS APPENDIX D: CENTRAL PLAZA DEVELOPMENT PROJECT STATUS MEMO iii

5 1 INTRODUCTION This report identifies the traffic impacts and presents recommendations for access and traffic mitigation for the proposed Honda Automobile Dealership located on the southeast corner of Collier Avenue and Crane Street. The project identified as Honda Automobile Dealership, consist of an approximate 53,425 SF Automobile Sales Building on an approximate 6.96 acre lot located in the City of Lake Elsinore. The facility will be accessible from three driveways; two driveways on Collier Avenue and a driveway of future extension of Crane Street. Driveway access and internal site circulation are described in Section 6 of this report. Figure 1 illustrates the vicinity map and Figure 2 illustrates the proposed project site plan. The intent of this Traffic Impact Analysis (TIA) report is to identify and recommend mitigation for significant impacts caused by, or contributed by, the proposed project under the following study scenarios: Existing Conditions Existing plus Project Conditions Project Conditions Cumulative (Background) Conditions The Existing Condition analysis is based on existing traffic counts collected in February 218 and reflects the current conditions of the project area. The Existing plus Project Condition addresses anticipated impacts if the project were completed today. This analysis identifies impacts solely caused by the proposed project when compared to existing conditions. The Project Condition addresses impacts due to the development of the project and ambient growth in traffic up to the project buildout year of 219 within the study area. Ambient growth is estimated at two percent of the existing traffic volumes annually. The Cumulative Condition addresses the Project Condition plus the cumulative impact of other developments in the vicinity of the project. 1

6 HUNCO WAY CENTRAL AVE HIGHWAY 74 CRANE ST 3RD ST COLLIER AVE W MINTTHORN ST 3RD ST DEXTER AVE PROJECT SITE BIRCH ST CHANEY ST HONDA DEALERSHIP LAKE ELSINORE, CA FIGURE 1: VICINITY MAP Drawing Name: P:\D\DLRCSRZY1\4CAD\TT\EXHIBITS\Study\Figure 1.dwg Last Opened: Mar 29, 218-4:53pm by: tnm

7 4 YD 4 YD 4 YD 4 YD 4 YD 4 YD 4 YD 4 YD STOP PRIVATE DRIVEWAY 1-15 SB ON RAMP DRIVEWAY "A" PARTS SHOWROOM OFFICES LAKE ELSINORE HONDA FLOOR AREA: 52,435 SF SERVICE EXPRESS SERVICE CAR WASH DETAILING COLLIER AVE DRIVEWAY "B" PUMP STATION HONDA DEALERSHIP LAKE ELSINORE, CA FIGURE 2: SITE PLAN Drawing Name: P:\D\DLRCSRZY1\4CAD\TT\EXHIBITS\Study\Figure 2.dwg Last Opened: Jun 13, 218-5:28pm by: Tnm

8 2 EXISTING CONDITIONS Currently the project site is vacant and undeveloped land. It is bounded to the north by Crane Street, to the south by 3 rd Street, to the west by Collier Avenue, and to the east by the I-15 Freeway. Local and Major Roadways Interstate 15 (I-15) Freeway provides regional access to the proposed project site. Regional project access is provided from the I-15 Freeway via an interchange at Central Avenue. This freeway facility is an interstate highway which extends through Southern California and Nevada. It links the City of Lake Elsinore with the neighboring communities of Murrieta, Terra Cotta, and El Cerrito as well as the larger surrounding cities such as Corona and Temecula. Central Avenue is primarily a four-lane roadway (two-lane each direction) oriented in the east-west direction with left turn pockets at key intersections. On the City of Lake Elsinore Roadway Classification Figure Central Avenue is designated a major which would provide 4 lanes. Collier Avenue is primarily a four-lane roadway (two-lane each direction) oriented in the north-south direction with left turn key pockets at key intersections. Parking is not permitted on either side of this roadway within the vicinity of the project. On the City of Lake Elsinore Roadway Classification Figure Collier Avenue is designated as an augmented urban arterial which would provide 8 lanes. Crane Street is a local street with left turn pocket at intersection with Collier Avenue. On the City of Lake Elsinore Roadway Classification Figure Crane Street is designated a local roadway. Primary access to the project is from Collier Avenue and Crane Street. The proposed Collier Avenue driveways (Project Driveways A and B shown in Figure 2) provide right-in/right-out and right-in only access to the site respectively. Vehicles accessing the project would potentially impact the following four (4) existing intersections and two (2) proposed intersections within the study area: 1. Collier Avenue at Crane Street 2. Collier Avenue at Central Avenue 3. Collier Avenue at Project Driveway A (future intersection) 4. Collier Avenue at Project Driveway B (future intersection) 5. I-15 SB Ramps at Central Avenue 6. I-15 NB Ramps at Central Avenue The intersection of Collier Avenue at Central Avenue, I-15 SB Ramps at Central Avenue, and I-15 NB Ramps at Central Avenue are signalized. A traffic signal is currently under construction at the intersection of Collier Avenue and Crane Street and is expected to be operational prior to construction of the proposed project. Figure 3 illustrates the existing intersection geometrics. Existing Traffic Volumes Figure 4 provides the existing intersection traffic volumes. Newport Traffic Studies (NTS) conducted AM (7:-9: AM) and PM (4:-6: PM) peak period turn movement counts in February 218. The resulting turning movement volumes are presented in the APPENDIX B of this study. 4

9 1 COLLIER AVE / CENTRAL AVE 2 COLLIER AVE/ CRANE ST 5 I-15 SB RAMPS / CENTRAL AVE 6 I-15 NB RAMPS / CENTRAL AVE CENTRAL AVE HIGHWAY 74 CRANE ST COLLIER AVE PROJECT SITE 3RD ST LEGEND - EXISTING GEOMETRICS - STUDY INTERSECTIONS - STOP CONTROLLED INTERSECTION - SIGNAL CONTROLLED INTERSECTION HONDA DEALERSHIP LAKE ELSINORE, CA FIGURE 3: EXISTING GEOMETRICS Drawing Name: R:\D\DLRCSRZY1\4CAD\TT\EXHIBITS\Study\Figure 3.dwg Last Opened: May 11, 218-3:32pm by: Tnm

10 1 COLLIER AVE / CENTRAL AVE 12/73/156 62/172/ /785/ /339/ /288/231 58/231/73 2 COLLIER AVE/ CRANE ST 93/27/1 532/453/33 5 I-15 SB RAMPS / CENTRAL AVE 156/12/121 5/1/1 258/499/ /774/88 619/328/442 24/156/221 67/35/265 2/76/73 35/68/47 6/225/ /3/117 6/5/14 7/19/8 23/12/15 411/543/298 54/956/ /46/493 6 I-15 NB RAMPS / CENTRAL AVE 484/279/ /695/915 CENTRAL AVE HIGHWAY 74 68/97/75 692/1358/ /421/462 14/4/2 499/548/61 CRANE ST COLLIER AVE PROJECT SITE 3RD ST LEGEND XX/XX/XX - AM/PM/SAT TOTAL PROJECT TRIPS - STUDY INTERSECTIONS - STOP CONTROLLED INTERSECTION - SIGNAL CONTROLLED INTERSECTION HONDA DEALERSHIP LAKE ELSINORE, CA FIGURE 4: EXISTING TRAFFIC VOLUMES Drawing Name: R:\D\DLRCSRZY1\4CAD\TT\EXHIBITS\Study\Figure 4.dwg Last Opened: May 11, 218-3:33pm by: Tnm

11 Capacity Analysis Methodologies Intersection capacity analyses were conducted using Synchro software (1), which implements the methods of the Highway Capacity Manual (HCM 21) used in this report. The intersection capacity analyses utilize existing intersection geometrics and existing and forecasted traffic volumes in analyzing AM and PM peak hour intersection operating conditions. The Highway Capacity Manual (HCM) (2) traffic analysis methodology calculates intersection Level of Service (LOS) based on the control delay (in seconds per vehicle) of vehicles utilizing intersections. However, the use of delay to determine LOS for intersections controlled by traffic signals is different than intersections controlled by stop signs as described in the following sections. Signalized Intersections The analysis determines a level of service that quantitatively describes the operating characteristics of signalized intersections. Level of service is defined by the control delay of all vehicles passing through the intersection that is attributed to the traffic signal. Table 2-1 provides the HCM 21 LOS thresholds for signalized intersections. Table 2-1: HCM 21 LOS Criteria for Signalized Intersections LOS Control Delay per Vehicle (s/veh) A 1 B > 1 and 2 C > 2 and 35 D > 35 and 55 E > 55 and 8 F > 8 Source: Highway Capacity Manual, 21. Unsignalized Intersections Table 2-2 provides the HCM 21 LOS thresholds for one way stop controlled (OWSC), two way stop controlled (TWSC), and all way stop controlled (AWSC) intersections. The performance measure defining level of service is control delay similar to signalized intersections, however, the delay at OWSC and TWSC intersections is computed for each movement and identifies the most critical (or worst) movement to define LOS for the entire intersection. The critical movement is typically the stop controlled left turn or through movement from the minor street. At AWSC intersections, the average control delay of the entire intersection defines LOS since each movement can proceed in a sequential manner. Table 2-2: HCM 21 LOS Criteria for OWSC, TWSC, and AWSC LOS Average Control Delay per Vehicle (s/veh) A 1 B > 1 and 15 C > 15 and 25 D > 25 and 35 E > 35 and 5 F > 5 Source: Highway Capacity Manual, Trafficware Ltd, version 1. 2 Transportation Research Board, Washington D.C., 21. 7

12 Level of Significance The City of Lake Elsinore has adopted a LOS "D" as the minimum acceptable level of service at intersections within the City s jurisdiction regardless of type of control, and require mitigation if a development project causes the LOS to degrade below this minimum or pay a fair-share of the mitigation if a development project contributes to a degraded LOS under cumulative conditions. Caltrans Traffic Impact Guidelines [3] identifies a minimum target level of service is the transition between LOS C and D on State highway facilities. At intersections, this minimum level of service is applied to signalized intersections and ramp terminals and is considered the State standard. However, the State recognizes that this standard may not be achievable particularly in suburban and urban areas and therefore recommends that the lead agency consult with Caltrans to determine the appropriate target level of service. At a minimum, the existing level of service should be maintained at a Caltrans intersection if it found to be operating below the target level of service without any proposed development. Existing Traffic Analysis The existing intersection capacity analysis uses existing intersection geometrics and existing AM and PM peak hour traffic counts to determine level of service. The Table 2-3 and APPENDIX B provide the results of the analysis. Table 2-3: Intersection Capacity Analysis - Existing Conditions Intersection Weekday AM Peak Hour Weekday PM Peak Hour Saturday Peak Hour Delay (1) LOS (2) Delay (1) LOS (2) Delay (1) LOS (2) 1 Collier Avenue at Central Avenue 29.9 C 43.8 D 44.9 D 2 Collier Avenue at Crane Street (3) 23.6 C 31.6 D 14.4 B 5 I-15 SB Ramps at Central Avenue 42. D 23.8 C 17.3 B 6 I-15 NB Ramps at Central Avenue 2.3 C 16.7 B 18.1 B (1) Delay in seconds per vehicle. (2) LOS = Level of Service. (3) Currently an unsignalized Intersection. Source: David Evans and Associates, Inc. As shown in Table 2-3, all of the intersections are operating acceptably during the AM (7:-9: AM), PM (4:-6: PM), and Saturday (1:-3: PM) peak periods. 3 Guide for the Preparation of Traffic Impact Studies. State of California Department of Transportation (Caltrans). Sacramento, California. December, 22. 8

13 3 EXISTING PLUS PROJECT CONDITIONS The Existing plus Project Conditions scenario identifies the project s impacts if it were built today. This section describes the estimated trip generation of the project and the Existing Plus Project analysis. Project Trip Generation To identify potential traffic impacts, trip generation rates are applied to the proposed land uses to estimate project vehicle trips. Trip generation rates for the Automobile Sales (ITE Land Use Category 84) obtained from the Institute of Transportation Engineers (ITE) Trip Generation manual, 1 th Edition. Table 3-1 summarizes the estimated trip generation for the project site during the weekday AM peak hour (7-9 AM), the weekday PM peak hour (4-6 PM), and the Saturday peak hour (1:-3: PM) for automobile sales land uses. Table 3-1: Project Trip Generation Use Daily Weekday AM Peak Hour Weekday PM Peak Hour Saturday Peak Hour In Out Total In Out Total In Out Total Automobile Sales Trip Generation Rates (ITE 84) Per 1, Sq. Ft GFA Project Trip Generation 53,425 Sq. Ft GFA 1, GFA = Gross floor area. Source: Trip Generation Manual, Institute of Transportation Engineers, 1 th Edition. ITE land use category 84. As presented in Table 3-1, the project would generate 1 primary trips during the AM peak, 13 primary trips during the PM peak, and 215 trips during the Saturday peak periods. Project Trip Distribution and Assignment Project trips are distributed by direction and assigned to the local street network. The distribution of the primary project trips are illustrated in Figure 5. The project trips assigned to the existing street network are illustrated in Figure 6. Existing Plus Project Traffic Analysis The intersection capacity analysis of Existing plus Project conditions utilized existing intersection geometrics and the AM and PM peak hour, and Saturday peak traffic volumes shown in Figure 7. Figure 8 illustrates the Existing plus Project Conditions intersection geometrics. Table 3-2 and APPENDIX B provide the results of the analysis. 9

14 1 COLLIER AVE / CENTRAL AVE 2 COLLIER AVE/ CRANE ST 3 COLLIER AVE / PROJECT DWY "A" 25% 5% 75% 4% 25% 25% 35% 25% 5% 4% 5% 15% 4 COLLIER AVE / PROJECT DWY "B" 3% 15% 1% 25% 3% CENTRAL AVE HIGHWAY 74 CRANE ST PROJECT SITE 15% 5 I-15 SB RAMPS / CENTRAL AVE 15% 35% 15% 35% COLLIER AVE 6 I-15 NB RAMPS / CENTRAL AVE 25% 3RD ST 2% XX% XX% LEGEND - GENERAL PROJECT TRIP DISTRIBUTION XX/XX/XX - SPECIFIC PROJECT TRIP PERCENTAGE - STUDY INTERSECTIONS - STOP CONTROLLED INTERSECTION - SIGNAL CONTROLLED INTERSECTION 15% 2% HONDA DEALERSHIP LAKE ELSINORE, CA FIGURE 5: PRIMARY TRIP DISTRIBUTION 15% Drawing Name: P:\D\DLRCSRZY1\4CAD\TT\EXHIBITS\Study\Figure 5.dwg Last Opened: Mar 29, 218-5:8pm by: tnm

15 1 COLLIER AVE / CENTRAL AVE 19/13/38 37/26/43 COLLIER AVE/ 2 3 CRANE ST 55/39/81 11/32/43 7/2/27 COLLIER AVE / PROJECT DWY "A" 7/2/27 1/28/38 4 COLLIER AVE / PROJECT DWY "B" 7/2/27 7/2/33 14/39/43 11/32/43 2/4/6 11/8/17 CENTRAL AVE HIGHWAY 74 CRANE ST COLLIER AVE PROJECT SITE 11/8/17 8/6/11 5 I-15 SB RAMPS / CENTRAL AVE 11/8/17 1/28/27 5/12/17 6 I-15 NB RAMPS / CENTRAL AVE 26/19/38 3RD ST 15/11/22 PROJECT TRIPS - 73 IN / 27 OUT AM PEAK PERIOD PM PEAK PERIOD - 52 IN / 78 OUT SATURDAY PEAK PERIOD- 17 IN / 17 OUT XX/XX/XX LEGEND - AM/PM/SAT TOTAL PROJECT TRIPS - STUDY INTERSECTIONS 5/12/17 6/16/22 11/8/17 - STOP CONTROLLED INTERSECTION - SIGNAL CONTROLLED INTERSECTION HONDA DEALERSHIP LAKE ELSINORE, CA FIGURE 6: PROJECT TRIPS Drawing Name: P:\D\DLRCSRZY1\4CAD\TT\EXHIBITS\Study\Figure 6.dwg Last Opened: Mar 29, 218-5:3pm by: tnm

16 Table 3-2: Intersection Capacity Analysis Existing Plus Project Conditions Intersection Weekday AM Peak Hour Weekday PM Peak Hour Saturday Peak Hour Delay (1) LOS (2) Delay (1) LOS (2) Delay (1) LOS (2) 1 Collier Avenue at Central Avenue 3.2 C 45.7 D 51.2 D 2 Collier Avenue at Crane Street/ Project Driveway (4) 36.8 E 72.3 F 23.4 C With Committed Intersection Improvements (3) 8.8 A 11.9 B 12.9 B 3 Collier Avenue at Project Driveway A (4) 11.6 B 1.6 B 1.5 B 5 I-15 SB Ramps at Central Avenue 42.6 D 24.5 C 18.1 B 6 I-15 NB Ramps at Central Avenue 2.7 C 16.9 B 18.5 B (1) Delay in seconds per vehicle. (2) LOS = Level of Service. (3) See Section 3 discussion on planned, committed and funded transportation improvements. (4) Unsignalized intersection. Source: David Evans and Associates, Inc. As provided in Table 3-2 under Existing Plus Project Condition, the study intersections would continue to operate acceptably with existing and currently under construction traffic control and lane geometrics. Planned, Committed and Funded Transportation Improvements This section describes intersection and roadway improvements that are anticipated to be implemented by others under either existing or future cumulative conditions. The improvements and their sources are described below: 1) Collier Avenue at Crane Street/Private Driveway. The installation of a traffic signal at the intersection of Collier Avenue / Crane Street / Private Driveway is a conditioned improvement required of the Central Plaza development (the property immediately to north of the proposed project) currently under construction. As such, the traffic signal is considered a quasi-funded and committed improvement and is anticipated to be completed before opening day of the Central Plaza development. The mitigation measure for this intersection that includes: a. Construction of the east leg a Private Driveway providing access to the Central Plaza development (Central Plaza is responsible for constructing half of the private driveway and the proposed project is responsible for the other half). b. Modify the lane configuration on all approaches to accommodate movements into and out of the new private driveway including an exclusive left-turn lane and a shared through-right lane on the westbound and northbound approaches; an exclusive leftturn lane, a through lane, and a shared through-right lane on the southbound approach, and a single shared left-through-right lane on the westbound approach. c. Install a traffic signal. The improvements above are project specific improvements for the Central Plaza development under construction concurrent to the construction of the development. Therefore, the analysis in this report assumes this improvement is implemented under the Existing Plus Project scenario. These improvements are illustrated in Figure 8. 12

17 2) Collier Avenue at Central Avenue. The Central Plaza development proposed improvements along its frontage with Collier Avenue and the intersection of Collier Avenue/Central Avenue that include: a. Widen the northbound Collier Avenue approach to Collier Avenue/Central Avenue intersection to provide an additional northbound through lane, an additional right-turn lane, and modify the signal phasing to provide a northbound and a westbound rightturn overlap. 3) Central Avenue at I-15 Southbound Ramps. The Central Plaza development proposed improvements along its frontage with Central Avenue and the intersection of Central Avenue/ I-15 Southbound Ramps that include: a. Widen Central Avenue along the development s frontage between Collier Avenue and the I-15 Southbound Ramps to add an eastbound travel lane, and reconfigure the eastbound approach of the intersection to provide three through lanes and an exclusive right turn lane. These improvements are under construction concurrent to the construction of the development. The analysis in this report identifies that the intersection does not incur impacts until Cumulative Conditions. The improvements above are off-site improvements conditioned for the Central Plaza development. Therefore, the analysis in this report assumes this improvement is implemented under the Future Cumulative Condition scenario. These improvements are illustrated in Figure

18 1 COLLIER AVE / CENTRAL AVE 12/73/156 81/185/ /785/ /339/ /288/ /257/116 2 COLLIER AVE/ CRANE ST 93/27/1 532/453/33 55/39/81 11/32/43 7/2/27 3 COLLIER AVE / PROJECT DWY "A" 546/492/338 1/28/38 24/156/221 67/35/265 2/76/73 35/68/47 67/245/19 285/339/16 6/5/14 7/19/8 23/12/15 422/575/341 // 436/559/319 11/8/17 4 COLLIER AVE / PROJECT DWY "B" 546/492/338 CENTRAL AVE HIGHWAY 74 CRANE ST COLLIER AVE PROJECT SITE 5 I-15 SB RAMPS / CENTRAL AVE 167/128/138 5/1/1 258/499/ /984/922 58/472/51 445/563/33 8/6/11 6 I-15 NB RAMPS / CENTRAL AVE 1122/793/ /328/442 3RD ST 484/279/ /76/937 XX/XX/XX LEGEND - AM/PM/SAT TOTAL PROJECT TRIPS - STUDY INTERSECTIONS - STOP CONTROLLED INTERSECTION - SIGNAL CONTROLLED INTERSECTION 73/19/92 698/1374/1164 HONDA DEALERSHIP LAKE ELSINORE, CA FIGURE 7: EXISTING PLUS PROJECT TRAFFIC VOLUMES 475/429/479 14/4/2 499/548/61 Drawing Name: P:\D\DLRCSRZY1\4CAD\TT\EXHIBITS\Study\Figure 7.dwg Last Opened: Mar 29, 218-5:31pm by: tnm

19 1 COLLIER AVE / CENTRAL AVE 2 COLLIER AVE/ CRANE ST 3 COLLIER AVE / PROJECT DWY "A" 4 COLLIER AVE / PROJECT DWY "B" CENTRAL AVE HIGHWAY 74 5 I-15 SB RAMPS / CENTRAL AVE CRANE ST COLLIER AVE PROJECT SITE 6 I-15 NB RAMPS / CENTRAL AVE LEGEND - EXISTING GEOMETRICS - COMMITTED CENTRAL PLAZA IMPROVEMENTS 3RD ST - STUDY INTERSECTIONS - STOP CONTROLLED INTERSECTION - SIGNAL CONTROLLED INTERSECTION - PROPOSED GEOMETRICS HONDA DEALERSHIP LAKE ELSINORE, CA FIGURE 8: EXISTING PLUS PROJECT GEOMETRICS Drawing Name: R:\D\DLRCSRZY1\4CAD\TT\EXHIBITS\Study\Figure 8.dwg Last Opened: Jun 19, :7am by: Tnm

20 4 PROJECT TRAFFIC CONDITIONS The proposed project is anticipated to open in the Year 219. The Project Conditions scenario evaluates impacts due to the project plus ambient growth in traffic within the study area up to the Project Buildout Year of 219. Typically, ambient growth in traffic ranges from 1% to 2% annually the ambient growth in traffic in this report uses a 2% annual rate of growth applied to the traffic volumes projected under the Existing Plus Project scenario. Project Traffic Analysis The intersection capacity analysis of Project Conditions utilized the existing and currently under construction intersection geometrics described in Section 3 for the Existing Plus Project scenario and the section on planned, committed and funded transportation improvements, as well as the projected AM and PM peak hour traffic volumes shown in Figure 9. The results of the analysis are shown in Table 4-1 and provided in APPENDIX B of this report. Table 4-1: Intersection Capacity Analysis Project Conditions Intersection Weekday AM Peak Hour Weekday PM Peak Hour Saturday Peak Hour Delay (1) LOS (2) Delay (1) LOS (2) Delay (1) LOS (2) 1 Collier Avenue at Central Avenue 3.8 C 47.7 D 54. D 2 Collier Avenue at Crane Street/ Project Driveway (4) 38.6 E 79.8 F 24.1 C With Committed Intersection Improvements (3) 8.9 A 12. B 12.9 B 3 Collier Avenue at Project Driveway A (4) 11.7 B 1.7 B 1.5 B 5 I-15 SB Ramps at Central Avenue 45. D 25.5 C 18.5 B 6 I-15 NB Ramps at Central Avenue 21.5 C 17.3 B 18.3 B (1) Delay in seconds per vehicle. (2) LOS = Level of Service. (3) See Section 3 discussion on planned, committed and funded transportation improvements. (4) Unsignalized intersection. Source: David Evans and Associates, Inc. As shown in Table 4-1, the study intersections would continue to operate acceptably with the existing geometrics and currently under construction traffic control and intersection modifications. See Section 3 for a description of the improvements relevant to this scenario. 16

21 1 COLLIER AVE / CENTRAL AVE 13/75/16 83/189/ /81/ /346/79 222/294/ /262/118 2 COLLIER AVE/ CRANE ST 95/28/11 543/463/31 55/39/81 11/32/43 7/2/27 3 COLLIER AVE / PROJECT DWY "A" 557/52/345 1/28/38 25/16/226 69/357/271 21/78/75 36/7/48 69/25/ /345/163 7/51/15 8/2/9 24/13/16 431/586/347 // 445/571/326 11/8/17 4 COLLIER AVE / PROJECT DWY "B" 557/52/345 CENTRAL AVE HIGHWAY 74 CRANE ST COLLIER AVE PROJECT SITE 5 I-15 SB RAMPS / CENTRAL AVE 171/131/141 6/2/2 264/59/ /14/94 592/482/52 454/575/337 8/6/11 6 I-15 NB RAMPS / CENTRAL AVE 1144/89/ /335/451 3RD ST 494/285/ /72/956 XX/XX/XX LEGEND - AM/PM/SAT TOTAL PROJECT TRIPS - STUDY INTERSECTIONS 75/111/94 712/142/ /438/489 15/5/3 59/559/623 - STOP CONTROLLED INTERSECTION - SIGNAL CONTROLLED INTERSECTION HONDA DEALERSHIP LAKE ELSINORE, CA FIGURE 9: OPENING YEAR WITH PROJECT TRAFFIC VOLUMES Drawing Name: R:\D\DLRCSRZY1\4CAD\TT\EXHIBITS\Study\Figure 9.dwg Last Opened: Jun 19, 218-1:44am by: Tnm

22 5 CUMULATIVE CONDITIONS The Cumulative Conditions scenario evaluates potential project impacts cumulatively with ambient traffic growth, and growth in traffic from development that has been approved but not yet constructed. Traffic estimated from cumulative development is added to the traffic projections developed for the Project Conditions scenario described in Section 4. Cumulative Development The estimated AM and PM peak period trip generation for cumulative development is from the Central Plaza Traffic Impact Study (4). Figure 1 shows the location of the cumulative development and the estimated trips distributed and assigned to the study intersections. Relevant excerpts from Central Plaza Traffic Impact Study are provided in the APPENDIX C. Table 5-1: Estimated Trip Generation for Cumulative Development Project Name Daily AM Peak Hour PM Peak Hour In Out Total In Out Total 1 Spyglass Ranch 12, ,15 2 South Shore I & II 8, La Strada 1, TAG Property 1, City Center Condos Diamond Specific Plan 29, ,46 1,24 1,584 2,788 7 The Colony, TAG Property, John Laing Homes (Phase 2) 44, ,429 3,27 2,763 1,669 4,31 8 Summerly 1, Beazer, KB Homes, 9 McMillin Homes, Richmond American LE Sports Complex 17, , , Greenwald 4, Ramsgate 13, , , Canyon Hills Estates 2, Canyon Hills 45, ,726 3,581 2,968 1,712 4,68 15 Marina Village Condos Lakeshore Town Center 1, Lake Elsinore Walmart 11, Alberhill Ridge 48,829 1,569 1,11 2,679 2,185 2,616 4,81 19 Alberhill Ranch 18, ,117 1,489 1, ,986 2 Terracina 3, Alberhill Villages 158,189 4,875 5,258 1,133 7,85 7,665 15, Wakerider 2, Village at Lakeshore Circle K 1, Golden Corral La Quinta Inn Ness Industrial Garage Fairway Business Park 1, Trieste Central Plaza 7, Total Trip Generation 456,67 12,352 16,98 29,332 23,636 2,599 44,4 4 RK Engineering Group, Inc. February 9,

23 1 COLLIER AVE / CENTRAL AVE 5/38 221/ /277 5/8 391/234 COLLIER AVE/ 2 3 CRANE ST 55/39/81 11/32/43 7/2/27 COLLIER AVE / PROJECT DWY "A" 25/9 1/12 3/35 7/8 53/71 72/39 11/32/43 91/334 4 COLLIER AVE / PROJECT DWY "B" 91/334 28/125 LAKE ST LINCOLN ST COLLIER AVE RIVERSIDE DR LAKESHORE DR CRANE ST CENTRAL AVE HIGHWAY 74 PROJECT SITE 5 I-15 SB RAMPS / CENTRAL AVE 114/56 129/ /48 182/28 CANYON HILLS RD 258/534 78/142 GRAND AVE 6 I-15 NB RAMPS / CENTRAL AVE 172/191 54/525 LEGEND 5/ / /91 142/255 XX/XX/XX - AM/PM/SAT TOTAL PROJECT TRIPS - STUDY INTERSECTIONS - OTHER AREA PROJECTS - STOP CONTROLLED INTERSECTION - SIGNAL CONTROLLED INTERSECTION HONDA DEALERSHIP LAKE ELSINORE, CA FIGURE 1: OTHER AREA PROJECT TRIPS Drawing Name: R:\D\DLRCSRZY1\4CAD\TT\EXHIBITS\Study\Figure 1.dwg Last Opened: Jun 19, 218-1:38am by: Tnm

24 Cumulative Traffic Analysis The intersection capacity analysis of Cumulative Conditions utilized the projected AM and PM peak hour traffic volumes shown in Figure 11, and the intersection geometrics described in Section 3 for the Existing Plus Project scenario and the section on planned, committed and funded transportation improvements and shown in Figure 12. The results of the analysis are shown in Table 5-2 and provided in APPENDIX B of this report. Table 5-2: Intersection Capacity Analysis Cumulative Conditions Intersection Weekday AM Peak Hour Weekday PM Peak Hour Saturday Peak Hour Delay (1) LOS (2) Delay (1) LOS (2) Delay (1) LOS (2) 1 Collier Avenue at Central Avenue 79. E 14.2 F 55.6 D With Committed Intersection Improvements (3) 44.5 D 41.8 D 27.6 C 2 Collier Avenue at Crane Street/ Project Driveway (4) 63.3 F F 23.7 C With Committed Intersection Improvements (3) 16.5 B 14.5 B 12.4 B 3 Collier Avenue at Project Driveway A (4) 12. B 12.1 B 1.5 B 5 I-15 SB Ramps at Central Avenue 53.5 D 59.7 E 19.2 B With Committed Intersection Improvements (3) 44.8 D 39. D 21.8 C 6 I-15 NB Ramps at Central Avenue 43.2 D 53.8 D 18.5 B (1) Delay in seconds per vehicle. (2) LOS = Level of Service. (3) See Section 3 discussion on planned, committed and funded transportation improvements. (4) Unsignalized intersection. Source: David Evans and Associates, Inc. As presented in Table 5-2, the study intersections would operate acceptably with either existing geometrics, or with implementation of committed intersection improvements. 2

25 1 COLLIER AVE / CENTRAL AVE 13/75/16 133/227/ /1119/ /623/79 227/32/ /496/118 2 COLLIER AVE/ CRANE ST 95/28/11 793/553/31 55/39/81 21/44/43 37/55/27 3 COLLIER AVE / PROJECT DWY "A" 837/627/345 1/28/38 25/16/226 76/365/271 21/78/75 36/7/48 122/321/ /654/163 7/51/15 8/2/9 24/13/16 522/92/347 // 536/95/326 11/8/17 4 COLLIER AVE / PROJECT DWY "B" 837/627/345 CENTRAL AVE HIGHWAY 74 CRANE ST COLLIER AVE PROJECT SITE 5 I-15 SB RAMPS / CENTRAL AVE 285/187/141 6/2/2 393/748/ /1538/94 67/624/52 545/99/337 8/6/11 6 I-15 NB RAMPS / CENTRAL AVE 163/1217/ /543/451 3RD ST 666/476/ /1245/956 XX/XX/XX LEGEND - AM/PM/SAT TOTAL PROJECT TRIPS - STUDY INTERSECTIONS 125/226/94 15/26/ /529/489 15/5/3 651/814/623 - STOP CONTROLLED INTERSECTION - SIGNAL CONTROLLED INTERSECTION HONDA DEALERSHIP LAKE ELSINORE, CA FIGURE 11: CUMULATIVE CONDITION WITH PROJECT TRAFFIC VOLUMES Drawing Name: R:\D\DLRCSRZY1\4CAD\TT\EXHIBITS\Study\Figure 11.dwg Last Opened: Jun 19, 218-1:46am by: Tnm

26 1 COLLIER AVE / CENTRAL AVE RTO 2 COLLIER AVE/ CRANE ST 3 COLLIER AVE / PROJECT DWY "A" RTO 4 COLLIER AVE / PROJECT DWY "B" CENTRAL AVE HIGHWAY 74 5 I-15 SB RAMPS / CENTRAL AVE CRANE ST COLLIER AVE PROJECT SITE 6 I-15 NB RAMPS / CENTRAL AVE LEGEND - EXISTING GEOMETRICS - COMMITTED CENTRAL PLAZA IMPROVEMENTS - PROPOSED GEOMETRICS 3RD ST RTO - RIGHT TURN OVERLAP - STUDY INTERSECTIONS - STOP CONTROLLED INTERSECTION - SIGNAL CONTROLLED INTERSECTION HONDA DEALERSHIP LAKE ELSINORE, CA FIGURE 12: CUMULATIVE GEOMETRICS Drawing Name: R:\D\DLRCSRZY1\4CAD\TT\EXHIBITS\Study\Figure 12.dwg Last Opened: Jun 19, :8am by: Tnm

27 6 PROJECT MITIGATION AND SUMMARY In summary, the project will have impact on one study intersection under Existing Plus Project and Opening Year Plus Project Conditions. The study intersections would operate acceptably with either existing geometrics or after implementation of committed intersection improvements. Therefore, there are no required off-site mitigation measures. Project Specific Improvements Specific improvements to accommodate traffic and site access are shown in Figure 13 and described below: 1. Construct half of the ultimate Collier Avenue section along the project's frontage (See crosssection in Figure 13). a. Driveways "A" and "B" are restricted to right turn in and right turn out only by construction of the median in Collier Avenue. b. Driveways accessing Collier Avenue and Crane Street/Private Driveway require standard pavement markings and signage conforming to the standards in the California Manual on Uniform Traffic Control Devices. 2. Provide driveway access to Private Driveway. The ultimate width of Private Driveway is being constructed by the adjacent commercial development. 3. The landscaping plan should include planting restrictions in the areas shown to maintain clear sight lanes. See recommended clear sight distances in Figure Provide on-site signs at driveway entries directing service customers to the service reception area shown in Figure Pay required Transportation Uniform Mitigation Fee (TUMF). 23

28 Fair-Share Project Improvements The installation of a traffic signal at the intersection of Collier Avenue / Crane Street / Private Driveway is a conditioned improvement required of the Central Plaza development currently under construction. As such, the traffic signal is considered a quasi-funded and committed improvement and is anticipated to be completed before opening day of the Central Plaza development. APPENDIX D provides the current project status for the Central Plaza development obtained from the Engineer of record for the project A traffic signal is required at the intersection of Collier Avenue / Crane Street / Private Driveway for the project to have no impact under Existing + Project, Project Opening Day and Cumulative scenarios. Therefore, in the event the Central Plaza development does not implement the traffic signal at the Collier Avenue / Crane Street / Private Driveway prior to the project s opening day, the project may be required to implement the traffic signal and be reimbursed through a fair-share agreement with the Central Plaza development. The fair-share responsibility of the project and the Central Plaza development is based on the proportion of weekday PM peak hour trips using the intersection by each development as shown in the calculation below. Project Fair Share Percent of Project PM Peak Hour Traffic 123 = = = 61% Collier / Crane / Driveway Traffic Signal (Central Plaza + Project PM Peak Hour Traffic) (8+123) 24

29 4 YD 4 YD 4 YD 4 YD 4 YD 4 YD 4 YD 4 YD STOP Provide on-site signs at all driveways directing service customers to the reception area. Construct half of the ultimate Collier Avenue section along the project's frontage (see cross-section). PRIVATE DRIVEWAY 1-15 SB ON RAMP SERVICE DRIVEWAY "B" PARTS SHOWROOM OFFICES RECEPTION AREA LAKE ELSINORE HONDA FLOOR AREA: 52,435 SF SERVICE EXPRESS SERVICE CAR WASH Driveways "A" and "B" are restricted to right turn in and right turn out only by construction of the median in Collier Avenue COLLIER AVE DETAILING DRIVEWAY "A" PUMP STATION Landscaping plan should include planting restrictions in the areas shown to maintain clear sight lanes. d(l) Collier Avenue d(l)=29 feet d(r)=2 feet d(r) Crane Avenue d(l)=26 feet d(r)=18 feet Clear sight Lines at Driveways The corridor defined by the limits of clear sight is a restricted planting area. Drivers of vehicle on the intersecting driveway and vehicles on the major roadway must be able to see each other clearly throughout the limits of d(l) and d(r). Plants within the restricted area should be limited to ground covers that do no exceed a height of 18 inches when mature and trees with a mature trunk diameter of 4 inches measured 6 inches from the ground and canopy foliage 8 to 9 feet above the ground, and spaced no closer than 2 feet. HONDA DEALERSHIP LAKE ELSINORE, CA FIGURE 13: SUMMARY OF TRAFFIC IMPROVEMENTS Drawing Name: P:\D\DLRCSRZY1\4CAD\TT\EXHIBITS\Study\Figure 13.dwg Last Opened: Jun 13, 218-6:23pm by: mmi

30 7 APPENDICES APPENDIX A: APPROVED SCOPE AGREEMENT APPENDIX B: INTERSECTION CAPACITY ANALYSIS CALCULATIONS APPENDIX C: OTHER AREA PROJECTS APPENDIX D: CENTRAL PLAZA DEVELOPMENT PROJECT STATUS MEMO 26

31 APPENDIX B: INTERSECTION CAPACITY ANALYSIS CALCULATIONS

32 SUBJECT BY DATE JOB NO. SHEET OF TURN MOVEMENTS MMI 3-Apr-18 DLRCSRZY-1 1 OF 2 E/W STREET : CENTRAL AVE N/S STREET : COLLIER AVE CONDITION : AM PEAK HOUR INTERSECTION : PROJECTED GROWTH : PER YEAR : 1 2% CONDITION DIAGRAMS EXISTING GEOMETRICS TURN MOVEMENTS CUMULATIVE GEOMETRICS Existing + Existing Project Project Ambient Project Related Cumulative Condition Trips Condition Growth Condition Projects Condition Condition Traffic Traffic Traffic Traffic Scenario # CENTRAL AVE EB LEFT EB THRU EB RIGHT WB LEFT WB THRU WB RIGHT COLLIER AVE NB LEFT NB THRU NB RIGHT SB LEFT SB THRU SB RIGHT TOTALS Los Angeles: ~ Ontario: ~ San Diego: ~ Santa Clarita: l ~ Temecula: ~ Tustin: ~ Victorville:

33 SUBJECT BY DATE JOB NO. SHEET OF TURN VOLUME SUMMARY TM 3-Apr-18 DLRCSRZY-1 2 OF 2 E/W STREET : CENTRAL AVE N/S STREET : COLLIER AVE CONDITION : AM PEAK HOUR PHF :.91 NORTH LEG SOUTH LEG LARGE 2 AXLE LARGE 3 AXLE LARGE 4(+) AXLE LARGE 2 AXLE LARGE 3 AXLE LARGE 4(+) AXLE RT THRU LT RT THRU LT RT THRU LT RT THRU LT RT THRU LT RT THRU LT EAST LEG WEST LEG LARGE 2 AXLE LARGE 3 AXLE LARGE 4(+) AXLE LARGE 2 AXLE LARGE 3 AXLE LARGE 4(+) AXLE RT THRU LT RT THRU LT RT THRU LT RT THRU LT RT THRU LT RT THRU LT NORTH LEG SOUTH LEG EAST LEG WEST LEG RT THRU LT RT THRU LT RT THRU LT RT THRU LT TRUCK AUTO TRUCK TOTAL VOLUMES TOTALS PERCENTAGE CENTRAL AVE EB LEFT % EB THRU % EB RIGHT % WB LEFT % WB THRU % WB RIGHT % COLLIER AVE NB LEFT % NB THRU % NB RIGHT % SB LEFT % SB THRU % SB RIGHT % Los Angeles: ~ Ontario: ~ San Diego: ~ Santa Clarita: l ~ Temecula: ~ Tustin: ~ Victorville:

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38 HCM 21 Signalized Intersection Summary 1: Collier Ave & Central Ave 3/27/218 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(5%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS D D D C B A E D B E C B Approach Vol, veh/h Approach Delay, s/veh Approach LOS D B C D Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s * * Max Green Setting (Gmax), s * * Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 21 Ctrl Delay 29.9 HCM 21 LOS C Notes Lake Elsinore Honda 3/27/218 Existing Condition, AM Peak Synchro 1 Report David Evans and Associates Inc. MMI Page 1

39 HCM 21 Signalized Intersection Summary 1: Collier Ave & Central Ave 3/27/218 * HCM 21 computational engine requires equal clearance times for the phases crossing the barrier. Lake Elsinore Honda 3/27/218 Existing Condition, AM Peak Synchro 1 Report David Evans and Associates Inc. MMI Page 2

40 HCM 21 Signalized Intersection Summary 1: Collier Ave & Central Ave 3/27/218 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(5%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS D D D C B A E D B E C B Approach Vol, veh/h Approach Delay, s/veh Approach LOS D B C D Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s * * Max Green Setting (Gmax), s * * Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 21 Ctrl Delay 3.2 HCM 21 LOS C Notes Lake Elsinore Honda 3/27/218 Existing plus Project Condition, AM Peak Synchro 1 Report David Evans and Associates Inc. MMI Page 1

41 HCM 21 Signalized Intersection Summary 1: Collier Ave & Central Ave 3/27/218 * HCM 21 computational engine requires equal clearance times for the phases crossing the barrier. Lake Elsinore Honda 3/27/218 Existing plus Project Condition, AM Peak Synchro 1 Report David Evans and Associates Inc. MMI Page 2

42 HCM 21 Signalized Intersection Summary 1: Collier Ave & Central Ave 3/27/218 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(5%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS D D D C B A E D B E C B Approach Vol, veh/h Approach Delay, s/veh Approach LOS D B C D Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s * * Max Green Setting (Gmax), s * * Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 21 Ctrl Delay 3.8 HCM 21 LOS C Notes Lake Elsinore Honda 3/27/218 Project Condition, AM Peak Synchro 1 Report David Evans and Associates Inc. MMI Page 1

43 HCM 21 Signalized Intersection Summary 1: Collier Ave & Central Ave 3/27/218 * HCM 21 computational engine requires equal clearance times for the phases crossing the barrier. Lake Elsinore Honda 3/27/218 Project Condition, AM Peak Synchro 1 Report David Evans and Associates Inc. MMI Page 2

44 HCM 21 Signalized Intersection Summary Synchro 1 Report 1: Collier Ave & Central Ave 6/13/218 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(5%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS D D D F B A E E B F C B Approach Vol, veh/h Approach Delay, s/veh Approach LOS D E C F Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s * * Max Green Setting (Gmax), s * * Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 21 Ctrl Delay 79. HCM 21 LOS E Notes Lake Elsinore Honda Cumulative Condition, AM Peak David Evans and Associates Inc. MMI Page 1

45 HCM 21 Signalized Intersection Summary Synchro 1 Report 1: Collier Ave & Central Ave 6/13/218 * HCM 21 computational engine requires equal clearance times for the phases crossing the barrier. Lake Elsinore Honda Cumulative Condition, AM Peak David Evans and Associates Inc. MMI Page 2

46 HCM 21 Signalized Intersection Summary Synchro 1 Report 1: Collier Ave & Central Ave 6/13/218 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(5%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS E D D E D B F E B E C B Approach Vol, veh/h Approach Delay, s/veh Approach LOS D D C D Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s 5.8 * * Max Green Setting (Gmax), s 36.2 * * Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 21 Ctrl Delay 44.5 HCM 21 LOS D Notes Lake Elsinore Honda Cumulative Condition, AM Peak Mitigated David Evans and Associates Inc. MMI Page 1

47 HCM 21 Signalized Intersection Summary Synchro 1 Report 1: Collier Ave & Central Ave 6/13/218 * HCM 21 computational engine requires equal clearance times for the phases crossing the barrier. Lake Elsinore Honda Cumulative Condition, AM Peak Mitigated David Evans and Associates Inc. MMI Page 2

48 SUBJECT BY DATE JOB NO. SHEET OF TURN MOVEMENTS MMI 3-Apr-18 DLRCSRZY-1 1 E/W STREET : CENTRAL AVE INTERSECTION : N/S STREET : COLLIER AVE PROJECTED GROWTH : CONDITION : PM PEAK HOUR PER YEAR : OF 1 2% 2 TURN MOVEMENTS Existing + Existing Project Project Ambient Project Related Cumulative Condition Trips Condition Growth Condition Projects Condition Condition Traffic Traffic Traffic Traffic Scenario # 2 CENTRAL AVE EB LEFT EB THRU EB RIGHT WB LEFT WB THRU WB RIGHT COLLIER AVE NB LEFT NB THRU NB RIGHT SB LEFT SB THRU SB RIGHT TOTALS Los Angeles: ~ Ontario: ~ San Diego: ~ Santa Clarita: l ~ Temecula: ~ Tustin: ~ Victorville:

49 SUBJECT BY DATE JOB NO. SHEET OF TURN VOLUME SUMMARY MMI 3-Apr-18 DLRCSRZY-1 2 OF 2 E/W STREET : CENTRAL AVE N/S STREET : COLLIER AVE CONDITION : PM PEAK HOUR PHF :.98 NORTH LEG SOUTH LEG LARGE 2 AXLE LARGE 3 AXLE LARGE 4(+) AXLE LARGE 2 AXLE LARGE 3 AXLE LARGE 4(+) AXLE RT THRU LT RT THRU LT RT THRU LT RT THRU LT RT THRU LT RT THRU LT EAST LEG WEST LEG LARGE 2 AXLE LARGE 3 AXLE LARGE 4(+) AXLE LARGE 2 AXLE LARGE 3 AXLE LARGE 4(+) AXLE RT THRU LT RT THRU LT RT THRU LT RT THRU LT RT THRU LT RT THRU LT NORTH LEG SOUTH LEG EAST LEG WEST LEG RT THRU LT RT THRU LT RT THRU LT RT THRU LT TRUCK AUTO TRUCK TOTAL VOLUMES TOTALS PERCENTAGE CENTRAL AVE EB LEFT % EB THRU % EB RIGHT % WB LEFT % WB THRU % WB RIGHT % COLLIER AVE NB LEFT % NB THRU % NB RIGHT % SB LEFT % SB THRU % SB RIGHT % Los Angeles: ~ Ontario: ~ San Diego: ~ Santa Clarita: l ~ Temecula: ~ Tustin: ~ Victorville:

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54 HCM 21 Signalized Intersection Summary 1: Collier Ave & Central Ave 3/27/218 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(5%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS C D D B C B E F B F C B Approach Vol, veh/h Approach Delay, s/veh Approach LOS C B E E Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s * * Max Green Setting (Gmax), s * * Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 21 Ctrl Delay 43.8 HCM 21 LOS D Notes Lake Elsinore Honda 3/27/218 Existing Condition, PM Peak Synchro 1 Report David Evans and Associates Inc. MMI Page 1

55 HCM 21 Signalized Intersection Summary 1: Collier Ave & Central Ave 3/27/218 * HCM 21 computational engine requires equal clearance times for the phases crossing the barrier. Lake Elsinore Honda 3/27/218 Existing Condition, PM Peak Synchro 1 Report David Evans and Associates Inc. MMI Page 2

56 HCM 21 Signalized Intersection Summary 1: Collier Ave & Central Ave 3/27/218 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(5%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS C D D B C B E F B F C B Approach Vol, veh/h Approach Delay, s/veh Approach LOS C B E E Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s * * Max Green Setting (Gmax), s * * Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 21 Ctrl Delay 45.7 HCM 21 LOS D Notes Lake Elsinore Honda 3/27/218 Existing plus Project Condition, PM Peak Synchro 1 Report David Evans and Associates Inc. MMI Page 1

57 HCM 21 Signalized Intersection Summary 1: Collier Ave & Central Ave 3/27/218 * HCM 21 computational engine requires equal clearance times for the phases crossing the barrier. Lake Elsinore Honda 3/27/218 Existing plus Project Condition, PM Peak Synchro 1 Report David Evans and Associates Inc. MMI Page 2

58 HCM 21 Signalized Intersection Summary 1: Collier Ave & Central Ave 3/27/218 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(5%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS C D D B C B F F B F C B Approach Vol, veh/h Approach Delay, s/veh Approach LOS C B E E Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s * * Max Green Setting (Gmax), s * * Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 21 Ctrl Delay 47.7 HCM 21 LOS D Notes Lake Elsinore Honda 3/27/218 Project Condition, PM Peak Synchro 1 Report David Evans and Associates Inc. MMI Page 1

59 HCM 21 Signalized Intersection Summary 1: Collier Ave & Central Ave 3/27/218 * HCM 21 computational engine requires equal clearance times for the phases crossing the barrier. Lake Elsinore Honda 3/27/218 Project Condition, PM Peak Synchro 1 Report David Evans and Associates Inc. MMI Page 2

60 HCM 21 Signalized Intersection Summary Synchro 1 Report 1: Collier Ave & Central Ave 6/13/218 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(5%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS C D D B C B F F C F C B Approach Vol, veh/h Approach Delay, s/veh Approach LOS C B F F Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s * * Max Green Setting (Gmax), s * * Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 21 Ctrl Delay 14.2 HCM 21 LOS F Notes Lake Elsinore Honda Cumulative Condition, PM Peak David Evans and Associates Inc. MMI Page 1

61 HCM 21 Signalized Intersection Summary Synchro 1 Report 1: Collier Ave & Central Ave 6/13/218 * HCM 21 computational engine requires equal clearance times for the phases crossing the barrier. Lake Elsinore Honda Cumulative Condition, PM Peak David Evans and Associates Inc. MMI Page 2

62 HCM 21 Signalized Intersection Summary Synchro 1 Report 1: Collier Ave & Central Ave 6/13/218 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(5%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS D D D D D B E E C E C A Approach Vol, veh/h Approach Delay, s/veh Approach LOS D C D D Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s 5.8 * * Max Green Setting (Gmax), s 25.2 * * Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 21 Ctrl Delay 41.8 HCM 21 LOS D Notes Lake Elsinore Honda Cumulative Condition, PM Peak Mitigated David Evans and Associates Inc. MMI Page 1

63 HCM 21 Signalized Intersection Summary Synchro 1 Report 1: Collier Ave & Central Ave 6/13/218 * HCM 21 computational engine requires equal clearance times for the phases crossing the barrier. Lake Elsinore Honda Cumulative Condition, PM Peak Mitigated David Evans and Associates Inc. MMI Page 2

64 SUBJECT BY DATE JOB NO. SHEET OF TURN MOVEMENTS MMI 3-Apr-18 DLRCSRZY-1 1 OF 2 E/W STREET : CENTRAL AVE INTERSECTION : 1 N/S STREET : COLLIER AVE PROJECTED GROWTH : 2% CONDITION : SAT PEAK HOUR PER YEAR : TURN MOVEMENTS Existing + Existing Project Project Ambient Project Related Cumulative Condition Trips Condition Growth Condition Projects Condition Condition Traffic Traffic Traffic Traffic Scenario # CENTRAL AVE EB LEFT EB THRU EB RIGHT WB LEFT WB THRU WB RIGHT COLLIER AVE NB LEFT NB THRU NB RIGHT SB LEFT SB THRU SB RIGHT TOTALS Los Angeles: ~ Ontario: ~ San Diego: ~ Santa Clarita: l ~ Temecula: ~ Tustin: ~ Victorville:

65 SUBJECT BY DATE JOB NO. SHEET OF TURN VOLUME SUMMARY TM 3-Apr-18 DLRCSRZY-1 2 OF 2 E/W STREET : CENTRAL AVE N/S STREET : COLLIER AVE CONDITION : SAT PEAK HOUR PHF :.96 NORTH LEG SOUTH LEG LARGE 2 AXLE LARGE 3 AXLE LARGE 4(+) AXLE LARGE 2 AXLE LARGE 3 AXLE LARGE 4(+) AXLE RT THRU LT RT THRU LT RT THRU LT RT THRU LT RT THRU LT RT THRU LT EAST LEG WEST LEG LARGE 2 AXLE LARGE 3 AXLE LARGE 4(+) AXLE LARGE 2 AXLE LARGE 3 AXLE LARGE 4(+) AXLE RT THRU LT RT THRU LT RT THRU LT RT THRU LT RT THRU LT RT THRU LT NORTH LEG SOUTH LEG EAST LEG WEST LEG RT THRU LT RT THRU LT RT THRU LT RT THRU LT TRUCK AUTO TRUCK TOTAL VOLUMES TOTALS PERCENTAGE CENTRAL AVE EB LEFT EB THRU % EB RIGHT % WB LEFT % WB THRU % WB RIGHT % COLLIER AVE NB LEFT % NB THRU % NB RIGHT % SB LEFT % SB THRU % 1% SB RIGHT % Los Angeles: ~ Ontario: ~ San Diego: ~ Santa Clarita: l ~ Temecula: ~ Tustin: ~ Victorville:

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70 HCM 21 Signalized Intersection Summary 1: Collier Ave & Central Ave 3/27/218 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(5%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS C C C C C B E F B F C B Approach Vol, veh/h Approach Delay, s/veh Approach LOS C B E E Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s * * Max Green Setting (Gmax), s * * Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 21 Ctrl Delay 44.9 HCM 21 LOS D Notes Lake Elsinore Honda 3/27/218 Existing Condition, SAT Peak Synchro 1 Report David Evans and Associates Inc. MMI Page 1

71 HCM 21 Signalized Intersection Summary 1: Collier Ave & Central Ave 3/27/218 * HCM 21 computational engine requires equal clearance times for the phases crossing the barrier. Lake Elsinore Honda 3/27/218 Existing Condition, SAT Peak Synchro 1 Report David Evans and Associates Inc. MMI Page 2

72 HCM 21 Signalized Intersection Summary 1: Collier Ave & Central Ave 3/27/218 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(5%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS F C C E C A E F C F C B Approach Vol, veh/h Approach Delay, s/veh Approach LOS E B F E Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s * 4.7 * * Max Green Setting (Gmax), s * 7.5 * * Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 21 Ctrl Delay 51.2 HCM 21 LOS D Notes Lake Elsinore Honda 3/27/218 Existing plus Project Condition, SAT Peak Synchro 1 Report David Evans and Associates Inc. MMI Page 1

73 HCM 21 Signalized Intersection Summary 1: Collier Ave & Central Ave 3/27/218 * HCM 21 computational engine requires equal clearance times for the phases crossing the barrier. Lake Elsinore Honda 3/27/218 Existing plus Project Condition, SAT Peak Synchro 1 Report David Evans and Associates Inc. MMI Page 2

74 HCM 21 Signalized Intersection Summary 1: Collier Ave & Central Ave 3/27/218 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(5%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS F C C E C A E F C F C B Approach Vol, veh/h Approach Delay, s/veh Approach LOS E B F E Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s * 4.7 * * Max Green Setting (Gmax), s * 7.5 * * Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 21 Ctrl Delay 54. HCM 21 LOS D Notes Lake Elsinore Honda 3/27/218 Project Condition, SAT Peak Synchro 1 Report David Evans and Associates Inc. MMI Page 1

75 HCM 21 Signalized Intersection Summary 1: Collier Ave & Central Ave 3/27/218 * HCM 21 computational engine requires equal clearance times for the phases crossing the barrier. Lake Elsinore Honda 3/27/218 Project Condition, SAT Peak Synchro 1 Report David Evans and Associates Inc. MMI Page 2

76 HCM 21 Signalized Intersection Summary Synchro 1 Report 1: Collier Ave & Central Ave 6/13/218 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(5%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS F C C E C A E F C F C B Approach Vol, veh/h Approach Delay, s/veh Approach LOS E B F E Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s * 4.7 * * Max Green Setting (Gmax), s * 7.5 * * Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 21 Ctrl Delay 55.6 HCM 21 LOS E Notes Lake Elsinore Honda Cumulative Condition, SAT Peak David Evans and Associates Inc. MMI Page 1

77 HCM 21 Signalized Intersection Summary Synchro 1 Report 1: Collier Ave & Central Ave 6/13/218 * HCM 21 computational engine requires equal clearance times for the phases crossing the barrier. Lake Elsinore Honda Cumulative Condition, SAT Peak David Evans and Associates Inc. MMI Page 2

78 HCM 21 Signalized Intersection Summary Synchro 1 Report 1: Collier Ave & Central Ave 6/13/218 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(5%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS D D D C D A E D A D B A Approach Vol, veh/h Approach Delay, s/veh Approach LOS D B C C Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s * 4.7 * * Max Green Setting (Gmax), s * 8.5 * * Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 21 Ctrl Delay 27.6 HCM 21 LOS C Notes Lake Elsinore Honda Cumulative Condition, SAT Peak Mitigated David Evans and Associates Inc. MMI Page 1

79 HCM 21 Signalized Intersection Summary Synchro 1 Report 1: Collier Ave & Central Ave 6/13/218 * HCM 21 computational engine requires equal clearance times for the phases crossing the barrier. Lake Elsinore Honda Cumulative Condition, SAT Peak Mitigated David Evans and Associates Inc. MMI Page 2

80 SUBJECT BY DATE JOB NO. SHEET OF TURN MOVEMENTS TM 3-Apr-18 DLRCSRZY-1 1 OF 2 E/W STREET : CRANE ST INTERSECTION : N/S STREET : COLLIER AVE PROJECTED GROWTH : CONDITION : AM PEAK HOUR PER YEAR : 2 2% CONDITION DIAGRAMS EXISTING GEOMETRICS CENTRAL PLAZA GEOMETRICS TURN MOVEMENTS Existing + Existing Project Project Ambient Project Related Cumulative Condition Trips Condition Growth Condition Projects Condition Condition Traffic Traffic Traffic Traffic Scenario # CRANE ST EB LEFT EB THRU EB RIGHT WB LEFT WB THRU WB RIGHT COLLIER AVE NB LEFT NB THRU NB RIGHT SB LEFT SB THRU SB RIGHT TOTALS Los Angeles: ~ Ontario: ~ San Diego: ~ Santa Clarita: Temecula: ~ Tustin: ~ Victorville:

81 SUBJECT BY DATE JOB NO. SHEET OF TURN VOLUME SUMMARY TM 3-Apr-18 DLRCSRZY-1 2 OF 2 E/W STREET : CRANE ST N/S STREET : COLLIER AVE CONDITION : AM PEAK HOUR PHF :.9 NORTH LEG SOUTH LEG LARGE 2 AXLE LARGE 3 AXLE LARGE 4(+) AXLE LARGE 2 AXLE LARGE 3 AXLE LARGE 4(+) AXLE RT THRU LT RT THRU LT RT THRU LT RT THRU LT RT THRU LT RT THRU LT EAST LEG WEST LEG LARGE 2 AXLE LARGE 3 AXLE LARGE 4(+) AXLE LARGE 2 AXLE LARGE 3 AXLE LARGE 4(+) AXLE RT THRU LT RT THRU LT RT THRU LT RT THRU LT RT THRU LT RT THRU LT 1 1 NORTH LEG SOUTH LEG EAST LEG WEST LEG RT THRU LT RT THRU LT RT THRU LT RT THRU LT TRUCK AUTO TRUCK CRANE ST TOTAL VOLUMES TOTALS PERCENTAGE EB LEFT 6 6 1% EB THRU % EB RIGHT % WB LEFT % WB THRU % WB RIGHT % COLLIER AVE NB LEFT % NB THRU % NB RIGHT % SB LEFT % SB THRU % SB RIGHT % Los Angeles: ~ Ontario: ~ San Diego: ~ Santa Clarita: Temecula: ~ Tustin: ~ Victorville:

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86 HCM 21 TWSC 2: Collier Ave & Crane St 3/27/218 Intersection Int Delay, s/veh.4 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h Future Vol, veh/h Conflicting Peds, #/hr Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow Major/Minor Minor2 Major1 Major2 Conflicting Flow All Stage Stage Critical Hdwy Critical Hdwy Stg Critical Hdwy Stg Follow-up Hdwy Pot Cap-1 Maneuver Stage Stage Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage Stage Approach EB NB SB HCM Control Delay, s HCM LOS C Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS A - C B - - HCM 95th %tile Q(veh) Lake Elsinore Honda 3/27/218 Existing Condition, AM Peak Synchro 1 Report David Evans and Associates Inc. MMI Page 3

87 HCM 21 Signalized Intersection Summary 2: Collier Ave & Crane St 5/9/218 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(5%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS C C D A A A Approach Vol, veh/h Approach Delay, s/veh Approach LOS C A A Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s * * 4.7 Max Green Setting (Gmax), s * * 18 Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 21 Ctrl Delay 4.8 HCM 21 LOS A Notes Lake Elsinore Honda 5/9/218 Existing Condition, AM Peak Mitigated Synchro 1 Report David Evans and Associates Inc. MMI Page 1

88 HCM 21 Signalized Intersection Summary 2: Collier Ave & Crane St 5/9/218 * HCM 21 computational engine requires equal clearance times for the phases crossing the barrier. Lake Elsinore Honda 5/9/218 Existing Condition, AM Peak Mitigated Synchro 1 Report David Evans and Associates Inc. MMI Page 2

89 HCM 21 TWSC 2: Collier Ave & Crane St 3/27/218 Intersection Int Delay, s/veh 1.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h Future Vol, veh/h Conflicting Peds, #/hr Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All Stage Stage Critical Hdwy Critical Hdwy Stg Critical Hdwy Stg Follow-up Hdwy Pot Cap-1 Maneuver Stage Stage Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage Stage Approach EB WB NB SB HCM Control Delay, s HCM LOS C C Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS A - - E B C A - - HCM 95th %tile Q(veh) Lake Elsinore Honda 3/27/218 Existing plus Project Condition, AM Peak Synchro 1 Report David Evans and Associates Inc. MMI Page 3

90 HCM 21 Signalized Intersection Summary 2: Collier Ave & Crane St 3/27/218 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(5%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS C C C D A D A A Approach Vol, veh/h Approach Delay, s/veh Approach LOS C C A A Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s * * 4.7 Max Green Setting (Gmax), s * * 18 Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 21 Ctrl Delay 8.8 HCM 21 LOS A Notes Lake Elsinore Honda 3/27/218 Existing plus Project Condition, AM Peak Mitigated Synchro 1 Report David Evans and Associates Inc. MMI Page 1

91 HCM 21 Signalized Intersection Summary 2: Collier Ave & Crane St 3/27/218 * HCM 21 computational engine requires equal clearance times for the phases crossing the barrier. Lake Elsinore Honda 3/27/218 Existing plus Project Condition, AM Peak Mitigated Synchro 1 Report David Evans and Associates Inc. MMI Page 2

92 HCM 21 TWSC 2: Collier Ave & Crane St 3/27/218 Intersection Int Delay, s/veh 1.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h Future Vol, veh/h Conflicting Peds, #/hr Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All Stage Stage Critical Hdwy Critical Hdwy Stg Critical Hdwy Stg Follow-up Hdwy Pot Cap-1 Maneuver Stage Stage Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage Stage Approach EB WB NB SB HCM Control Delay, s HCM LOS C C Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS A - E B C A - - HCM 95th %tile Q(veh) Lake Elsinore Honda 3/27/218 Project Condition, AM Peak Synchro 1 Report David Evans and Associates Inc. MMI Page 3

93 HCM 21 Signalized Intersection Summary 2: Collier Ave & Crane St 3/27/218 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(5%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS C C C D A D A A Approach Vol, veh/h Approach Delay, s/veh Approach LOS C C A A Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s * * 4.7 Max Green Setting (Gmax), s * * 18 Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 21 Ctrl Delay 8.9 HCM 21 LOS A Notes Lake Elsinore Honda 3/27/218 Project Condition, AM Peak Mitigated Synchro 1 Report David Evans and Associates Inc. MMI Page 1

94 HCM 21 Signalized Intersection Summary 2: Collier Ave & Crane St 3/27/218 * HCM 21 computational engine requires equal clearance times for the phases crossing the barrier. Lake Elsinore Honda 3/27/218 Project Condition, AM Peak Mitigated Synchro 1 Report David Evans and Associates Inc. MMI Page 2

95 HCM 21 TWSC Synchro 1 Report 2: Collier Ave & Crane St 6/13/218 Intersection Int Delay, s/veh 1.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h Future Vol, veh/h Conflicting Peds, #/hr Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All Stage Stage Critical Hdwy Critical Hdwy Stg Critical Hdwy Stg Follow-up Hdwy Pot Cap-1 Maneuver Stage Stage Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage Stage Approach EB WB NB SB HCM Control Delay, s HCM LOS E D Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS B - - F B D A - - HCM 95th %tile Q(veh) Lake Elsinore Honda Cumulative Condition, AM Peak David Evans and Associates Inc. MMI Page 3

96 HCM 21 Signalized Intersection Summary Synchro 1 Report 2: Collier Ave & Crane St 6/13/218 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(5%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS D D E D B D B B Approach Vol, veh/h Approach Delay, s/veh Approach LOS D E B B Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s * * 4.7 Max Green Setting (Gmax), s * * 19 Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 21 Ctrl Delay 16.5 HCM 21 LOS B Notes Lake Elsinore Honda Cumulative Condition, AM Peak Mitigated David Evans and Associates Inc. MMI Page 3

97 HCM 21 Signalized Intersection Summary Synchro 1 Report 2: Collier Ave & Crane St 6/13/218 * HCM 21 computational engine requires equal clearance times for the phases crossing the barrier. Lake Elsinore Honda Cumulative Condition, AM Peak Mitigated David Evans and Associates Inc. MMI Page 4

98 SUBJECT BY DATE JOB NO. SHEET OF TURN MOVEMENTS TM 3-Apr-18 DLRCSRZY-1 1 E/W STREET : CRANE ST INTERSECTION : N/S STREET : COLLIER AVE PROJECTED GROWTH : CONDITION : PM PEAK HOUR PER YEAR : OF 2 2% 2 TURN MOVEMENTS Existing + Existing Project Project Ambient Project Related Cumulative Condition Trips Condition Growth Condition Projects Condition Condition Traffic Traffic Traffic Traffic Scenario # 2 CRANE ST EB LEFT EB THRU EB RIGHT WB LEFT WB THRU WB RIGHT COLLIER AVE NB LEFT NB THRU NB RIGHT SB LEFT SB THRU SB RIGHT TOTALS Los Angeles: ~ Ontario: ~ San Diego: ~ Santa Clarita: Temecula: ~ Tustin: ~ Victorville:

99 SUBJECT BY DATE JOB NO. SHEET OF TURN VOLUME SUMMARY TM 3-Apr-18 DLRCSRZY-1 2 OF 2 E/W STREET : CRANE ST N/S STREET : COLLIER AVE CONDITION : PM PEAK HOUR PHF :.87 NORTH LEG SOUTH LEG LARGE 2 AXLE LARGE 3 AXLE LARGE 4(+) AXLE LARGE 2 AXLE LARGE 3 AXLE LARGE 4(+) AXLE RT THRU LT RT THRU LT RT THRU LT RT THRU LT RT THRU LT RT THRU LT EAST LEG WEST LEG LARGE 2 AXLE LARGE 3 AXLE LARGE 4(+) AXLE LARGE 2 AXLE LARGE 3 AXLE LARGE 4(+) AXLE RT THRU LT RT THRU LT RT THRU LT RT THRU LT RT THRU LT RT THRU LT 1 NORTH LEG SOUTH LEG EAST LEG WEST LEG RT THRU LT RT THRU LT RT THRU LT RT THRU LT TRUCK AUTO TRUCK TOTAL VOLUMES TOTALS PERCENTAGE CRANE ST EB LEFT 5 5 1% EB THRU % EB RIGHT % WB LEFT % WB THRU % WB RIGHT % COLLIER AVE NB LEFT % NB THRU % NB RIGHT % SB LEFT % SB THRU % SB RIGHT % Los Angeles: ~ Ontario: ~ San Diego: ~ Santa Clarita: Temecula: ~ Tustin: ~ Victorville:

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104 HCM 21 TWSC 2: Collier Ave & Crane St 3/27/218 Intersection Int Delay, s/veh 1.7 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h Future Vol, veh/h Conflicting Peds, #/hr Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow Major/Minor Minor2 Major1 Major2 Conflicting Flow All Stage Stage Critical Hdwy Critical Hdwy Stg Critical Hdwy Stg Follow-up Hdwy Pot Cap-1 Maneuver Stage Stage Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage Stage Approach EB NB SB HCM Control Delay, s HCM LOS D Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS A - D B - - HCM 95th %tile Q(veh) Lake Elsinore Honda 3/27/218 Existing Condition, PM Peak Synchro 1 Report David Evans and Associates Inc. MMI Page 3

105 HCM 21 Signalized Intersection Summary 2: Collier Ave & Crane St 5/9/218 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(5%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS B B C A A A Approach Vol, veh/h Approach Delay, s/veh Approach LOS B A A Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s * * 4.7 Max Green Setting (Gmax), s * * 18 Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 21 Ctrl Delay 7.4 HCM 21 LOS A Notes Lake Elsinore Honda 5/9/218 Existing Condition, PM Peak Mitigated Synchro 1 Report David Evans and Associates Inc. MMI Page 1

106 HCM 21 Signalized Intersection Summary 2: Collier Ave & Crane St 5/9/218 * HCM 21 computational engine requires equal clearance times for the phases crossing the barrier. Lake Elsinore Honda 5/9/218 Existing Condition, PM Peak Mitigated Synchro 1 Report David Evans and Associates Inc. MMI Page 2

107 HCM 21 TWSC 2: Collier Ave & Crane St 3/27/218 Intersection Int Delay, s/veh 4.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h Future Vol, veh/h Conflicting Peds, #/hr Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All Stage Stage Critical Hdwy Critical Hdwy Stg Critical Hdwy Stg Follow-up Hdwy Pot Cap-1 Maneuver Stage Stage Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage Stage Approach EB WB NB SB HCM Control Delay, s HCM LOS F C Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS A - - F B C A - - HCM 95th %tile Q(veh) Lake Elsinore Honda 3/27/218 Existing plus Project Condition, PM Peak Synchro 1 Report David Evans and Associates Inc. MMI Page 3

108 HCM 21 Signalized Intersection Summary 2: Collier Ave & Crane St 3/27/218 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(5%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS C C C D B D A A Approach Vol, veh/h Approach Delay, s/veh Approach LOS C C B A Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s * * 4.7 Max Green Setting (Gmax), s * * 18 Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 21 Ctrl Delay 11.9 HCM 21 LOS B Notes Lake Elsinore Honda 3/27/218 Existing plus Project Condition, PM Peak Mitigated Synchro 1 Report David Evans and Associates Inc. MMI Page 1

109 HCM 21 Signalized Intersection Summary 2: Collier Ave & Crane St 3/27/218 * HCM 21 computational engine requires equal clearance times for the phases crossing the barrier. Lake Elsinore Honda 3/27/218 Existing plus Project Condition, PM Peak Mitigated Synchro 1 Report David Evans and Associates Inc. MMI Page 2

110 HCM 21 TWSC 2: Collier Ave & Crane St 3/27/218 Intersection Int Delay, s/veh 4.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h Future Vol, veh/h Conflicting Peds, #/hr Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All Stage Stage Critical Hdwy Critical Hdwy Stg Critical Hdwy Stg Follow-up Hdwy Pot Cap-1 Maneuver Stage Stage Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage Stage Approach EB WB NB SB HCM Control Delay, s HCM LOS F C Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS A - - F B C A - - HCM 95th %tile Q(veh) Lake Elsinore Honda 3/27/218 Project Condition, PM Peak Synchro 1 Report David Evans and Associates Inc. MMI Page 3

111 HCM 21 Signalized Intersection Summary 2: Collier Ave & Crane St 3/27/218 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(5%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS C C C D B D A A Approach Vol, veh/h Approach Delay, s/veh Approach LOS C C B A Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s * * 4.7 Max Green Setting (Gmax), s * * 18 Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 21 Ctrl Delay 12. HCM 21 LOS B Notes Lake Elsinore Honda 3/27/218 Project Condition, PM Peak Mitigated Synchro 1 Report David Evans and Associates Inc. MMI Page 1

112 HCM 21 Signalized Intersection Summary 2: Collier Ave & Crane St 3/27/218 * HCM 21 computational engine requires equal clearance times for the phases crossing the barrier. Lake Elsinore Honda 3/27/218 Project Condition, PM Peak Mitigated Synchro 1 Report David Evans and Associates Inc. MMI Page 2

113 HCM 21 TWSC Synchro 1 Report 2: Collier Ave & Crane St 6/13/218 Intersection Int Delay, s/veh 11.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h Future Vol, veh/h Conflicting Peds, #/hr Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All Stage Stage Critical Hdwy Critical Hdwy Stg Critical Hdwy Stg Follow-up Hdwy Pot Cap-1 Maneuver Stage Stage Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage Stage Approach EB WB NB SB HCM Control Delay, s HCM LOS F F Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS A - - F B F B - - HCM 95th %tile Q(veh) Lake Elsinore Honda Cumulative Condition, PM Peak David Evans and Associates Inc. MMI Page 3

114 HCM 21 Signalized Intersection Summary Synchro 1 Report 2: Collier Ave & Crane St 6/13/218 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(5%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS C C D E B E A A Approach Vol, veh/h Approach Delay, s/veh Approach LOS C D B A Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s * * 4.7 Max Green Setting (Gmax), s * * 18 Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 21 Ctrl Delay 14.5 HCM 21 LOS B Notes Lake Elsinore Honda Cumulative Condition, PM Peak Mitigated David Evans and Associates Inc. MMI Page 3

115 HCM 21 Signalized Intersection Summary Synchro 1 Report 2: Collier Ave & Crane St 6/13/218 * HCM 21 computational engine requires equal clearance times for the phases crossing the barrier. Lake Elsinore Honda Cumulative Condition, PM Peak Mitigated David Evans and Associates Inc. MMI Page 4

116 SUBJECT BY DATE JOB NO. SHEET OF TURN MOVEMENTS TM 13-Jun-18 DLRCSRZY-1 1 OF 2 E/W STREET : CRANE ST INTERSECTION : 1 N/S STREET : COLLIER AVE PROJECTED GROWTH : 2% CONDITION : SAT PEAK HOUR PER YEAR : TURN MOVEMENTS Existing + Existing Project Project Ambient Project Related Cumulative Condition Trips Condition Growth Condition Projects Condition Condition Traffic Traffic Traffic Traffic Scenario # CRANE ST EB LEFT EB THRU EB RIGHT WB LEFT WB THRU WB RIGHT COLLIER AVE NB LEFT NB THRU NB RIGHT SB LEFT SB THRU SB RIGHT TOTALS Los Angeles: ~ Ontario: ~ San Diego: ~ Santa Clarita: Temecula: ~ Tustin: ~ Victorville:

117 SUBJECT BY DATE JOB NO. SHEET OF TURN VOLUME SUMMARY TM 3-Apr-18 DLRCSRZY-1 E/W STREET : CRANE ST N/S STREET : COLLIER AVE CONDITION : SAT PEAK HOUR PHF :.94 2 OF 2 NORTH LEG SOUTH LEG LARGE 2 AXLE LARGE 3 AXLE LARGE 4(+) AXLE LARGE 2 AXLE LARGE 3 AXLE LARGE 4(+) AXLE RT THRU LT RT THRU LT RT THRU LT RT THRU LT RT THRU LT RT THRU LT EAST LEG WEST LEG LARGE 2 AXLE LARGE 3 AXLE LARGE 4(+) AXLE LARGE 2 AXLE LARGE 3 AXLE LARGE 4(+) AXLE RT THRU LT RT THRU LT RT THRU LT RT THRU LT RT THRU LT RT THRU LT NORTH LEG SOUTH LEG EAST LEG WEST LEG RT THRU LT RT THRU LT RT THRU LT RT THRU LT CRANE ST TRUCK AUTO TRUCK TOTAL VOLUMES TOTALS PERCENTAGE EB LEFT % EB THRU % EB RIGHT 8 8 1% WB LEFT % WB THRU % WB RIGHT % COLLIER AVE NB LEFT % NB THRU % NB RIGHT % SB LEFT % SB THRU % SB RIGHT 1 1 1% Los Angeles: ~ Ontario: ~ San Diego: ~ Santa Clarita: Temecula: ~ Tustin: ~ Victorville:

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122 HCM 21 TWSC 2: Collier Ave & Crane St 3/27/218 Intersection Int Delay, s/veh.6 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h Future Vol, veh/h Conflicting Peds, #/hr Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow Major/Minor Minor2 Major1 Major2 Conflicting Flow All Stage Stage Critical Hdwy Critical Hdwy Stg Critical Hdwy Stg Follow-up Hdwy Pot Cap-1 Maneuver Stage Stage Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage Stage Approach EB NB SB HCM Control Delay, s HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS A - B A - - HCM 95th %tile Q(veh) Lake Elsinore Honda 3/27/218 Existing Condition, SAT Peak Synchro 1 Report David Evans and Associates Inc. MMI Page 3

123 HCM 21 Signalized Intersection Summary 2: Collier Ave & Crane St 5/9/218 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(5%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS C C D A A A Approach Vol, veh/h Approach Delay, s/veh Approach LOS C A A Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s * * 4.7 Max Green Setting (Gmax), s * * 18 Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 21 Ctrl Delay 4.9 HCM 21 LOS A Notes Lake Elsinore Honda 5/9/218 Existing Condition, SAT Peak Mitigated Synchro 1 Report David Evans and Associates Inc. MMI Page 1

124 HCM 21 Signalized Intersection Summary 2: Collier Ave & Crane St 5/9/218 * HCM 21 computational engine requires equal clearance times for the phases crossing the barrier. Lake Elsinore Honda 5/9/218 Existing Condition, SAT Peak Mitigated Synchro 1 Report David Evans and Associates Inc. MMI Page 2

125 HCM 21 TWSC 2: Collier Ave & Crane St 3/27/218 Intersection Int Delay, s/veh 2.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h Future Vol, veh/h Conflicting Peds, #/hr Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All Stage Stage Critical Hdwy Critical Hdwy Stg Critical Hdwy Stg Follow-up Hdwy Pot Cap-1 Maneuver Stage Stage Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage Stage Approach EB WB NB SB HCM Control Delay, s HCM LOS C B Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS A - - C A B A - - HCM 95th %tile Q(veh) Lake Elsinore Honda 3/27/218 Existing plus Project Condition, SAT Peak Synchro 1 Report David Evans and Associates Inc. MMI Page 3

126 HCM 21 Signalized Intersection Summary 2: Collier Ave & Crane St 3/27/218 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(5%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS C C C D A D A A Approach Vol, veh/h Approach Delay, s/veh Approach LOS C C A B Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s * * 4.7 Max Green Setting (Gmax), s * * 18 Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 21 Ctrl Delay 12.9 HCM 21 LOS B Notes Lake Elsinore Honda 3/27/218 Existing plus Project Condition, SAT Peak Mitigated Synchro 1 Report David Evans and Associates Inc. MMI Page 1

127 HCM 21 Signalized Intersection Summary 2: Collier Ave & Crane St 3/27/218 * HCM 21 computational engine requires equal clearance times for the phases crossing the barrier. Lake Elsinore Honda 3/27/218 Existing plus Project Condition, SAT Peak Mitigated Synchro 1 Report David Evans and Associates Inc. MMI Page 2

128 HCM 21 TWSC 2: Collier Ave & Crane St 3/27/218 Intersection Int Delay, s/veh 2.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h Future Vol, veh/h Conflicting Peds, #/hr Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All Stage Stage Critical Hdwy Critical Hdwy Stg Critical Hdwy Stg Follow-up Hdwy Pot Cap-1 Maneuver Stage Stage Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage Stage Approach EB WB NB SB HCM Control Delay, s HCM LOS C B Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS A - - C A B A - - HCM 95th %tile Q(veh) Lake Elsinore Honda 3/27/218 Project Condition, SAT Peak Synchro 1 Report David Evans and Associates Inc. MMI Page 3

129 HCM 21 Signalized Intersection Summary 2: Collier Ave & Crane St 3/27/218 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(5%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS C C C D A D A A Approach Vol, veh/h Approach Delay, s/veh Approach LOS C C A B Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s * * 4.7 Max Green Setting (Gmax), s * * 18 Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 21 Ctrl Delay 12.9 HCM 21 LOS B Notes Lake Elsinore Honda 3/27/218 Project Condition, SAT Peak Mitigated Synchro 1 Report David Evans and Associates Inc. MMI Page 1

130 HCM 21 Signalized Intersection Summary 2: Collier Ave & Crane St 3/27/218 * HCM 21 computational engine requires equal clearance times for the phases crossing the barrier. Lake Elsinore Honda 3/27/218 Project Condition, SAT Peak Mitigated Synchro 1 Report David Evans and Associates Inc. MMI Page 2

131 HCM 21 TWSC Synchro 1 Report 2: Collier Ave & Crane St 6/13/218 Intersection Int Delay, s/veh 2.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h Future Vol, veh/h Conflicting Peds, #/hr Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All Stage Stage Critical Hdwy Critical Hdwy Stg Critical Hdwy Stg Follow-up Hdwy Pot Cap-1 Maneuver Stage Stage Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage Stage Approach EB WB NB SB HCM Control Delay, s HCM LOS C B Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS A - - C A B A - - HCM 95th %tile Q(veh) Lake Elsinore Honda Cumulative Condition, SAT Peak David Evans and Associates Inc. MMI Page 3

132 HCM 21 Signalized Intersection Summary Synchro 1 Report 2: Collier Ave & Crane St 6/13/218 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(5%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS B B B D B C A A Approach Vol, veh/h Approach Delay, s/veh Approach LOS B B B B Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s * * 4.7 Max Green Setting (Gmax), s * * 18 Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 21 Ctrl Delay 12.4 HCM 21 LOS B Notes Lake Elsinore Honda Cumulative Condition, SAT Peak Mitigated David Evans and Associates Inc. MMI Page 3

133 SUBJECT BY DATE JOB NO. SHEET OF TURN MOVEMENTS TM 3-Apr-18 DLRCSRZY-1 1 OF 2 E/W STREET : PROJECT DWY A N/S STREET : COLLIER AVE CONDITION : AM PEAK HOUR INTERSECTION : PROJECTED GROWTH : PER YEAR : 3 2% CONDITION DIAGRAMS PROJECT GEOMETRICS TURN MOVEMENTS Existing + Existing Project Project Ambient Project Related Cumulative Condition Trips Condition Growth Condition Projects Condition Condition Traffic Traffic Traffic Traffic Scenario # PROJECT DWY A EB LEFT EB THRU EB RIGHT WB LEFT WB THRU WB RIGHT COLLIER AVE NB LEFT NB THRU NB RIGHT SB LEFT SB THRU SB RIGHT TOTALS Los Angeles: ~ Ontario: ~ San Diego: ~ Santa Clarita: Temecula: ~ Tustin: ~ Victorville:

134 HCM 21 TWSC 3: Collier Ave & Dwy A 3/27/218 Intersection Int Delay, s/veh.1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h Future Vol, veh/h Conflicting Peds, #/hr Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % 7 3 Mvmt Flow Major/Minor Minor1 Major1 Major2 Conflicting Flow All Stage Stage Critical Hdwy Critical Hdwy Stg Critical Hdwy Stg Follow-up Hdwy Pot Cap-1 Maneuver Stage Stage Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage Stage Approach WB NB SB HCM Control Delay, s 11.6 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBT Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS - - B - HCM 95th %tile Q(veh) Lake Elsinore Honda 3/27/218 Existing plus Project Condition, AM Peak Synchro 1 Report David Evans and Associates Inc. MMI Page 4

135 HCM 21 TWSC 3: Collier Ave & Dwy A 3/27/218 Intersection Int Delay, s/veh.1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h Future Vol, veh/h Conflicting Peds, #/hr Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % 7 3 Mvmt Flow Major/Minor Minor1 Major1 Major2 Conflicting Flow All Stage Stage Critical Hdwy Critical Hdwy Stg Critical Hdwy Stg Follow-up Hdwy Pot Cap-1 Maneuver Stage Stage Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage Stage Approach WB NB SB HCM Control Delay, s 11.7 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBT Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS - - B - HCM 95th %tile Q(veh) Lake Elsinore Honda 3/27/218 Project Condition, AM Peak Synchro 1 Report David Evans and Associates Inc. MMI Page 4

136 HCM 21 TWSC Synchro 1 Report 3: Collier Ave & Dwy A 6/13/218 Intersection Int Delay, s/veh.1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h Future Vol, veh/h Conflicting Peds, #/hr Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % 7 3 Mvmt Flow Major/Minor Minor1 Major1 Major2 Conflicting Flow All Stage Stage Critical Hdwy Critical Hdwy Stg Critical Hdwy Stg Follow-up Hdwy Pot Cap-1 Maneuver Stage Stage Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage Stage Approach WB NB SB HCM Control Delay, s 12 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBT Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS - - B - HCM 95th %tile Q(veh) Lake Elsinore Honda Cumulative Condition, AM Peak David Evans and Associates Inc. MMI Page 4

137 SUBJECT BY DATE JOB NO. SHEET OF TURN MOVEMENTS TM 3-Apr-18 DLRCSRZY-1 1 E/W STREET : PROJECT DWY A INTERSECTION : N/S STREET : COLLIER AVE PROJECTED GROWTH : CONDITION : PM PEAK HOUR PER YEAR : OF 3 2% 2 TURN MOVEMENTS Existing + Existing Project Project Ambient Project Related Cumulative Condition Trips Condition Growth Condition Projects Condition Condition Traffic Traffic Traffic Traffic Scenario # PROJECT DWY A EB LEFT EB THRU EB RIGHT WB LEFT WB THRU WB RIGHT COLLIER AVE 28 NB LEFT NB THRU NB RIGHT SB LEFT SB THRU SB RIGHT TOTALS Los Angeles: ~ Ontario: ~ San Diego: ~ Santa Clarita: Temecula: ~ Tustin: ~ Victorville:

138 HCM 21 TWSC 3: Collier Ave & Dwy A 3/27/218 Intersection Int Delay, s/veh.3 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h Future Vol, veh/h Conflicting Peds, #/hr Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % 1 1 Mvmt Flow Major/Minor Minor1 Major1 Major2 Conflicting Flow All Stage Stage Critical Hdwy Critical Hdwy Stg Critical Hdwy Stg Follow-up Hdwy Pot Cap-1 Maneuver Stage Stage Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage Stage Approach WB NB SB HCM Control Delay, s 1.6 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBT Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS - - B - HCM 95th %tile Q(veh) Lake Elsinore Honda 3/27/218 Existing plus Project Condition, PM Peak Synchro 1 Report David Evans and Associates Inc. MMI Page 4

139 HCM 21 TWSC 3: Collier Ave & Dwy A 3/27/218 Intersection Int Delay, s/veh.3 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h Future Vol, veh/h Conflicting Peds, #/hr Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % 1 1 Mvmt Flow Major/Minor Minor1 Major1 Major2 Conflicting Flow All Stage Stage Critical Hdwy Critical Hdwy Stg Critical Hdwy Stg Follow-up Hdwy Pot Cap-1 Maneuver Stage Stage Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage Stage Approach WB NB SB HCM Control Delay, s 1.7 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBT Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS - - B - HCM 95th %tile Q(veh) Lake Elsinore Honda 3/27/218 Project Condition, PM Peak Synchro 1 Report David Evans and Associates Inc. MMI Page 4

140 HCM 21 TWSC Synchro 1 Report 3: Collier Ave & Dwy A 6/13/218 Intersection Int Delay, s/veh.2 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h Future Vol, veh/h Conflicting Peds, #/hr Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % 1 1 Mvmt Flow Major/Minor Minor1 Major1 Major2 Conflicting Flow All Stage Stage Critical Hdwy Critical Hdwy Stg Critical Hdwy Stg Follow-up Hdwy Pot Cap-1 Maneuver Stage Stage Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage Stage Approach WB NB SB HCM Control Delay, s 12.1 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBT Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS - - B - HCM 95th %tile Q(veh) Lake Elsinore Honda Cumulative Condition, PM Peak David Evans and Associates Inc. MMI Page 4

141 SUBJECT BY DATE JOB NO. SHEET OF TURN MOVEMENTS TM 3-Apr-18 DLRCSRZY-1 1 OF 2 E/W STREET : CENTRAL AVE INTERSECTION : 3 N/S STREET : COLLIER AVE PROJECTED GROWTH : 2% CONDITION : SAT PEAK HOUR PER YEAR : TURN MOVEMENTS Existing + Existing Project Project Ambient Project Related Cumulative Condition Trips Condition Growth Condition Projects Condition Condition Traffic Traffic Traffic Traffic Scenario # CENTRAL AVE EB LEFT EB THRU EB RIGHT WB LEFT WB THRU WB RIGHT COLLIER AVE 38 NB LEFT NB THRU NB RIGHT SB LEFT SB THRU SB RIGHT TOTALS Los Angeles: ~ Ontario: ~ San Diego: ~ Santa Clarita: Temecula: ~ Tustin: ~ Victorville:

142 HCM 21 TWSC 3: Collier Ave & Dwy A 3/27/218 Intersection Int Delay, s/veh.6 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h Future Vol, veh/h Conflicting Peds, #/hr Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % 3 3 Mvmt Flow Major/Minor Minor1 Major1 Major2 Conflicting Flow All Stage Stage Critical Hdwy Critical Hdwy Stg Critical Hdwy Stg Follow-up Hdwy Pot Cap-1 Maneuver Stage Stage Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage Stage Approach WB NB SB HCM Control Delay, s 1.5 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBT Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS - - B - HCM 95th %tile Q(veh) Lake Elsinore Honda 3/27/218 Existing plus Project Condition, SAT Peak Synchro 1 Report David Evans and Associates Inc. MMI Page 4

143 HCM 21 TWSC 3: Collier Ave & Dwy A 3/27/218 Intersection Int Delay, s/veh.5 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h Future Vol, veh/h Conflicting Peds, #/hr Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % 3 3 Mvmt Flow Major/Minor Minor1 Major1 Major2 Conflicting Flow All Stage Stage Critical Hdwy Critical Hdwy Stg Critical Hdwy Stg Follow-up Hdwy Pot Cap-1 Maneuver Stage Stage Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage Stage Approach WB NB SB HCM Control Delay, s 1.5 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBT Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS - - B - HCM 95th %tile Q(veh) Lake Elsinore Honda 3/27/218 Project Condition, SAT Peak Synchro 1 Report David Evans and Associates Inc. MMI Page 4

144 HCM 21 TWSC Synchro 1 Report 3: Collier Ave & Dwy A 6/13/218 Intersection Int Delay, s/veh.5 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h Future Vol, veh/h Conflicting Peds, #/hr Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % 3 3 Mvmt Flow Major/Minor Minor1 Major1 Major2 Conflicting Flow All Stage Stage Critical Hdwy Critical Hdwy Stg Critical Hdwy Stg Follow-up Hdwy Pot Cap-1 Maneuver Stage Stage Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage Stage Approach WB NB SB HCM Control Delay, s 1.5 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBT Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS - - B - HCM 95th %tile Q(veh) Lake Elsinore Honda Cumulative Condition, SAT Peak David Evans and Associates Inc. MMI Page 4

145 SUBJECT BY DATE JOB NO. SHEET OF TURN MOVEMENTS TM 3-Apr-18 DLRCSRZY-1 1 OF 2 E/W STREET : PROJECT DWY B INTERSECTION : N/S STREET : COLLIER AVE PROJECTED GROWTH : CONDITION : AM PEAK HOUR PER YEAR : 4 2% CONDITION DIAGRAMS PROJECT GEOMETRICS TURN MOVEMENTS Existing + Existing Project Project Ambient Project Related Cumulative Condition Trips Condition Growth Condition Projects Condition Condition Traffic Traffic Traffic Traffic Scenario # PROJECT DWY B EB LEFT EB THRU EB RIGHT WB LEFT WB THRU WB RIGHT COLLIER AVE NB LEFT NB THRU NB RIGHT SB LEFT SB THRU SB RIGHT TOTALS Los Angeles: ~ Ontario: ~ San Diego: ~ Santa Clarita: Temecula: ~ Tustin: ~ Victorville:

146 SUBJECT BY DATE JOB NO. SHEET OF TURN MOVEMENTS TM 3-Apr-18 DLRCSRZY-1 1 E/W STREET : PROJECT DWY B INTERSECTION : N/S STREET : COLLIER AVE PROJECTED GROWTH : CONDITION : PM PEAK HOUR PER YEAR : OF 4 2% 2 TURN MOVEMENTS Existing + Existing Project Project Ambient Project Related Cumulative Condition Trips Condition Growth Condition Projects Condition Condition Traffic Traffic Traffic Traffic Scenario # 2 PROJECT DWY B EB LEFT EB THRU EB RIGHT WB LEFT WB THRU WB RIGHT COLLIER AVE NB LEFT NB THRU NB RIGHT SB LEFT SB THRU SB RIGHT TOTALS Los Angeles: ~ Ontario: ~ San Diego: ~ Santa Clarita: Temecula: ~ Tustin: ~ Victorville:

147 SUBJECT BY DATE JOB NO. SHEET OF TURN MOVEMENTS TM 3-Apr-18 DLRCSRZY-1 1 OF 2 E/W STREET : PROJECT DWY B INTERSECTION : 4 N/S STREET : COLLIER AVE PROJECTED GROWTH : 2% CONDITION : SAT PEAK HOUR PER YEAR : TURN MOVEMENTS Existing + Existing Project Project Ambient Project Related Cumulative Condition Trips Condition Growth Condition Projects Condition Condition Traffic Traffic Traffic Traffic Scenario # 3 6 PROJECT DWY B 9 12 EB LEFT EB THRU EB RIGHT WB LEFT WB THRU WB RIGHT COLLIER AVE NB LEFT NB THRU NB RIGHT SB LEFT SB THRU SB RIGHT TOTALS Los Angeles: ~ Ontario: ~ San Diego: ~ Santa Clarita: Temecula: ~ Tustin: ~ Victorville:

148 SUBJECT BY DATE JOB NO. SHEET OF TURN MOVEMENTS TM 3-Apr-18 DLRCSRZY-1 1 OF 2 E/W STREET : CENTRAL AVE N/S STREET : I-15 SOUTHBOUND CONDITION : AM PEAK HOUR INTERSECTION : PROJECTED GROWTH : PER YEAR : 5 2% CONDITION DIAGRAMS EXISTING GEOMETRICS CUMULATIVE GEOMETRICS TURN MOVEMENTS Existing + Existing Project Project Ambient Project Related Cumulative Condition Trips Condition Growth Condition Projects Condition Condition Traffic Traffic Traffic Traffic Scenario # CENTRAL AVE EB LEFT EB THRU EB RIGHT WB LEFT WB THRU WB RIGHT I-15 SOUTHBOUND NB LEFT NB THRU NB RIGHT SB LEFT SB THRU SB RIGHT TOTALS Los Angeles: ~ Ontario: ~ San Diego: ~ Santa Clarita: Temecula: ~ Tustin: ~ Victorville:

149 SUBJECT BY DATE JOB NO. SHEET OF TURN VOLUME SUMMARY TM 3-Apr-18 DLRCSRZY-1 2 OF 2 E/W STREET : CENTRAL AVE N/S STREET : I-15 SOUTHBOUND CONDITION : AM PEAK HOUR PHF :.9 NORTH LEG SOUTH LEG LARGE 2 AXLE LARGE 3 AXLE LARGE 4(+) AXLE LARGE 2 AXLE LARGE 3 AXLE LARGE 4(+) AXLE RT THRU LT RT THRU LT RT THRU LT RT THRU LT RT THRU LT RT THRU LT EAST LEG WEST LEG LARGE 2 AXLE LARGE 3 AXLE LARGE 4(+) AXLE LARGE 2 AXLE LARGE 3 AXLE LARGE 4(+) AXLE RT THRU LT RT THRU LT RT THRU LT RT THRU LT RT THRU LT RT THRU LT NORTH LEG SOUTH LEG EAST LEG WEST LEG RT THRU LT RT THRU LT RT THRU LT RT THRU LT TRUCK AUTO TRUCK TOTAL VOLUMES TOTALS PERCENTAGE CENTRAL AVE EB LEFT % EB THRU % EB RIGHT % WB LEFT % WB THRU % WB RIGHT % I-15 SOUTHBOUND NB LEFT % NB THRU % NB RIGHT % SB LEFT % SB THRU 5 5 1% SB RIGHT % Los Angeles: ~ Ontario: ~ San Diego: ~ Santa Clarita: Temecula: ~ Tustin: ~ Victorville:

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154 HCM 21 Signalized Intersection Summary 5: I-15 SB & Central Ave 3/27/218 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(5%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS B F C A C C Approach Vol, veh/h Approach Delay, s/veh Approach LOS F B C Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s * Max Green Setting (Gmax), s * Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 21 Ctrl Delay 42. HCM 21 LOS D Notes Lake Elsinore Honda 3/27/218 Existing Condition, AM Peak Synchro 1 Report David Evans and Associates Inc. MMI Page 4

155 HCM 21 Signalized Intersection Summary 5: I-15 SB & Central Ave 3/27/218 User approved volume balancing among the lanes for turning movement. * HCM 21 computational engine requires equal clearance times for the phases crossing the barrier. Lake Elsinore Honda 3/27/218 Existing Condition, AM Peak Synchro 1 Report David Evans and Associates Inc. MMI Page 5

156 HCM 21 Signalized Intersection Summary 5: I-15 SB & Central Ave 3/27/218 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(5%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS B F C A C C Approach Vol, veh/h Approach Delay, s/veh Approach LOS F B C Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s * Max Green Setting (Gmax), s * Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 21 Ctrl Delay 42.6 HCM 21 LOS D Notes Lake Elsinore Honda 3/27/218 Existing plus Project Condition, AM Peak Synchro 1 Report David Evans and Associates Inc. MMI Page 6

157 HCM 21 Signalized Intersection Summary 5: I-15 SB & Central Ave 3/27/218 User approved volume balancing among the lanes for turning movement. * HCM 21 computational engine requires equal clearance times for the phases crossing the barrier. Lake Elsinore Honda 3/27/218 Existing plus Project Condition, AM Peak Synchro 1 Report David Evans and Associates Inc. MMI Page 7

158 HCM 21 Signalized Intersection Summary 5: I-15 SB & Central Ave 3/27/218 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(5%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS B F C A C C Approach Vol, veh/h Approach Delay, s/veh Approach LOS F B C Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s * Max Green Setting (Gmax), 13.2s 17.2 * Max Q Clear Time (g_c+i1), 12.5s Green Ext Time (p_c), s Intersection Summary HCM 21 Ctrl Delay 45. HCM 21 LOS D Notes Lake Elsinore Honda 3/27/218 Project Condition, AM Peak Synchro 1 Report David Evans and Associates Inc. MMI Page 5

159 HCM 21 Signalized Intersection Summary 5: I-15 SB & Central Ave 3/27/218 User approved volume balancing among the lanes for turning movement. * HCM 21 computational engine requires equal clearance times for the phases crossing the barrier. Lake Elsinore Honda 3/27/218 Project Condition, AM Peak Synchro 1 Report David Evans and Associates Inc. MMI Page 6

160 HCM 21 Signalized Intersection Summary Synchro 1 Report 5: I-15 SB & Central Ave 6/13/218 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(5%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS B F F A E E Approach Vol, veh/h Approach Delay, s/veh Approach LOS F B E Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s * Max Green Setting (Gmax), 13.2s 17.2 * Max Q Clear Time (g_c+i1), 15.2s Green Ext Time (p_c), s Intersection Summary HCM 21 Ctrl Delay 53.5 HCM 21 LOS D Notes Lake Elsinore Honda Cumulative Condition, AM Peak David Evans and Associates Inc. MMI Page 5

161 HCM 21 Signalized Intersection Summary Synchro 1 Report 5: I-15 SB & Central Ave 6/13/218 User approved volume balancing among the lanes for turning movement. * HCM 21 computational engine requires equal clearance times for the phases crossing the barrier. Lake Elsinore Honda Cumulative Condition, AM Peak David Evans and Associates Inc. MMI Page 6

162 HCM 21 Signalized Intersection Summary Synchro 1 Report 5: I-15 SB & Central Ave 6/13/218 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(5%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS C F D A E E Approach Vol, veh/h Approach Delay, s/veh Approach LOS F B E Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s * Max Green Setting (Gmax), s * Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 21 Ctrl Delay 44.8 HCM 21 LOS D Notes Lake Elsinore Honda Cumulative Condition, AM Peak Mitigated David Evans and Associates Inc. MMI Page 5

163 HCM 21 Signalized Intersection Summary Synchro 1 Report 5: I-15 SB & Central Ave 6/13/218 User approved volume balancing among the lanes for turning movement. * HCM 21 computational engine requires equal clearance times for the phases crossing the barrier. Lake Elsinore Honda Cumulative Condition, AM Peak Mitigated David Evans and Associates Inc. MMI Page 6

164 SUBJECT BY DATE JOB NO. SHEET OF TURN MOVEMENTS TM 3-Apr-18 DLRCSRZY-1 1 E/W STREET : CENTRAL AVE INTERSECTION : N/S STREET : I-15 SOUTHBOUND PROJECTED GROWTH : CONDITION : PM PEAK HOUR PER YEAR : OF 5 2% 2 TURN MOVEMENTS Existing + Existing Project Project Ambient Project Related Cumulative Condition Trips Condition Growth Condition Projects Condition Condition Traffic Traffic Traffic Traffic Scenario # CENTRAL AVE EB LEFT EB THRU EB RIGHT WB LEFT WB THRU WB RIGHT I-15 SOUTHBOUND NB LEFT NB THRU NB RIGHT SB LEFT SB THRU SB RIGHT TOTALS Los Angeles: ~ Ontario: ~ San Diego: ~ Santa Clarita: Temecula: ~ Tustin: ~ Victorville:

165 SUBJECT BY DATE JOB NO. SHEET OF TURN VOLUME SUMMARY TM 3-Apr-18 DLRCSRZY-1 2 OF 2 E/W STREET : CENTRAL AVE N/S STREET : I-15 SOUTHBOUND CONDITION : PM PEAK HOUR PHF :.79 NORTH LEG SOUTH LEG LARGE 2 AXLE LARGE 3 AXLE LARGE 4(+) AXLE LARGE 2 AXLE LARGE 3 AXLE LARGE 4(+) AXLE RT THRU LT RT THRU LT RT THRU LT RT THRU LT RT THRU LT RT THRU LT EAST LEG WEST LEG LARGE 2 AXLE LARGE 3 AXLE LARGE 4(+) AXLE LARGE 2 AXLE LARGE 3 AXLE LARGE 4(+) AXLE RT THRU LT RT THRU LT RT THRU LT RT THRU LT RT THRU LT RT THRU LT NORTH LEG SOUTH LEG EAST LEG WEST LEG RT THRU LT RT THRU LT RT THRU LT RT THRU LT CENTRAL AVE TRUCK AUTO TRUCK TOTAL VOLUMES TOTALS PERCENTAGE EB LEFT % EB THRU % EB RIGHT % WB LEFT % WB THRU % WB RIGHT % I-15 SOUTHBOUND NB LEFT % NB THRU % NB RIGHT % SB LEFT % SB THRU 1 1 1% SB RIGHT % Los Angeles: ~ Ontario: ~ San Diego: ~ Santa Clarita: Temecula: ~ Tustin: ~ Victorville:

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170 HCM 21 Signalized Intersection Summary 5: I-15 SB & Central Ave 3/27/218 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(5%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS C C D A D C Approach Vol, veh/h Approach Delay, s/veh Approach LOS C B C Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s * Max Green Setting (Gmax), s * Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 21 Ctrl Delay 23.8 HCM 21 LOS C Notes Lake Elsinore Honda 3/27/218 Existing Condition, PM Peak Synchro 1 Report David Evans and Associates Inc. MMI Page 4

171 HCM 21 Signalized Intersection Summary 5: I-15 SB & Central Ave 3/27/218 User approved volume balancing among the lanes for turning movement. * HCM 21 computational engine requires equal clearance times for the phases crossing the barrier. Lake Elsinore Honda 3/27/218 Existing Condition, PM Peak Synchro 1 Report David Evans and Associates Inc. MMI Page 5

172 HCM 21 Signalized Intersection Summary 5: I-15 SB & Central Ave 3/27/218 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(5%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS C C D A D C Approach Vol, veh/h Approach Delay, s/veh Approach LOS C B C Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s * Max Green Setting (Gmax), s * Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 21 Ctrl Delay 24.5 HCM 21 LOS C Notes Lake Elsinore Honda 3/27/218 Existing plus Project Condition, PM Peak Synchro 1 Report David Evans and Associates Inc. MMI Page 6

173 HCM 21 Signalized Intersection Summary 5: I-15 SB & Central Ave 3/27/218 User approved volume balancing among the lanes for turning movement. * HCM 21 computational engine requires equal clearance times for the phases crossing the barrier. Lake Elsinore Honda 3/27/218 Existing plus Project Condition, PM Peak Synchro 1 Report David Evans and Associates Inc. MMI Page 7

174 HCM 21 Signalized Intersection Summary 5: I-15 SB & Central Ave 3/27/218 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(5%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS C D D A D C Approach Vol, veh/h Approach Delay, s/veh Approach LOS C B C Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s * Max Green Setting (Gmax), s * Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 21 Ctrl Delay 25.5 HCM 21 LOS C Notes Lake Elsinore Honda 3/27/218 Project Condition, PM Peak Synchro 1 Report David Evans and Associates Inc. MMI Page 6

175 HCM 21 Signalized Intersection Summary 5: I-15 SB & Central Ave 3/27/218 User approved volume balancing among the lanes for turning movement. * HCM 21 computational engine requires equal clearance times for the phases crossing the barrier. Lake Elsinore Honda 3/27/218 Project Condition, PM Peak Synchro 1 Report David Evans and Associates Inc. MMI Page 7

176 HCM 21 Signalized Intersection Summary Synchro 1 Report 5: I-15 SB & Central Ave 6/13/218 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(5%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS F F F A F C Approach Vol, veh/h Approach Delay, s/veh Approach LOS E D E Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s * Max Green Setting (Gmax), 9.2s 28.2 * Max Q Clear Time (g_c+i1), 11.2s Green Ext Time (p_c), s Intersection Summary HCM 21 Ctrl Delay 59.7 HCM 21 LOS E Notes Lake Elsinore Honda Cumulative Condition, PM Peak David Evans and Associates Inc. MMI Page 5

177 HCM 21 Signalized Intersection Summary Synchro 1 Report 5: I-15 SB & Central Ave 6/13/218 User approved volume balancing among the lanes for turning movement. * HCM 21 computational engine requires equal clearance times for the phases crossing the barrier. Lake Elsinore Honda Cumulative Condition, PM Peak David Evans and Associates Inc. MMI Page 6

178 HCM 21 Signalized Intersection Summary Synchro 1 Report 5: I-15 SB & Central Ave 6/13/218 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(5%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS C F D B D D Approach Vol, veh/h Approach Delay, s/veh Approach LOS D C D Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s * Max Green Setting (Gmax), s * Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 21 Ctrl Delay 39. HCM 21 LOS D Notes Lake Elsinore Honda Cumulative Condition, PM Peak Mitigated David Evans and Associates Inc. MMI Page 5

179 HCM 21 Signalized Intersection Summary Synchro 1 Report 5: I-15 SB & Central Ave 6/13/218 User approved volume balancing among the lanes for turning movement. * HCM 21 computational engine requires equal clearance times for the phases crossing the barrier. Lake Elsinore Honda Cumulative Condition, PM Peak Mitigated David Evans and Associates Inc. MMI Page 6

180 SUBJECT BY DATE JOB NO. SHEET OF TURN MOVEMENTS TM 3-Apr-18 DLRCSRZY-1 1 OF 2 E/W STREET : CENTRAL AVE INTERSECTION : 5 N/S STREET : I-15 SOUTHBOUND PROJECTED GROWTH : 2% CONDITION : SAT PEAK HOUR PER YEAR : TURN MOVEMENTS Existing + Existing Project Project Ambient Project Related Cumulative Condition Trips Condition Growth Condition Projects Condition Condition Traffic Traffic Traffic Traffic Scenario # CENTRAL AVE EB LEFT EB THRU EB RIGHT WB LEFT WB THRU WB RIGHT I-15 SOUTHBOUND NB LEFT NB THRU NB RIGHT SB LEFT SB THRU SB RIGHT TOTALS Los Angeles: ~ Ontario: ~ San Diego: ~ Santa Clarita: Temecula: ~ Tustin: ~ Victorville:

181 SUBJECT BY DATE JOB NO. SHEET OF TURN VOLUME SUMMARY TM 3-Apr-18 DLRCSRZY-1 2 OF 2 E/W STREET : CENTRAL AVE N/S STREET : I-15 SOUTHBOUND CONDITION : SAT PEAK HOUR PHF :.97 NORTH LEG SOUTH LEG LARGE 2 AXLE LARGE 3 AXLE LARGE 4(+) AXLE LARGE 2 AXLE LARGE 3 AXLE LARGE 4(+) AXLE RT THRU LT RT THRU LT RT THRU LT RT THRU LT RT THRU LT RT THRU LT EAST LEG WEST LEG LARGE 2 AXLE LARGE 3 AXLE LARGE 4(+) AXLE LARGE 2 AXLE LARGE 3 AXLE LARGE 4(+) AXLE RT THRU LT RT THRU LT RT THRU LT RT THRU LT RT THRU LT RT THRU LT NORTH LEG SOUTH LEG EAST LEG WEST LEG RT THRU LT RT THRU LT RT THRU LT RT THRU LT TRUCK AUTO TRUCK TOTAL VOLUMES TOTALS PERCENTAGE CENTRAL AVE EB LEFT EB THRU % EB RIGHT % WB LEFT % WB THRU % WB RIGHT % I-15 SOUTHBOUND NB LEFT % NB THRU % NB RIGHT % SB LEFT % SB THRU 1 1 1% % SB RIGHT % Los Angeles: ~ Ontario: ~ San Diego: ~ Santa Clarita: Temecula: ~ Tustin: ~ Victorville:

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186 HCM 21 Signalized Intersection Summary 5: I-15 SB & Central Ave 3/27/218 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(5%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS B C C A C C Approach Vol, veh/h Approach Delay, s/veh Approach LOS C B C Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s * Max Green Setting (Gmax), s * Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 21 Ctrl Delay 17.3 HCM 21 LOS B Notes Lake Elsinore Honda 3/27/218 Existing Condition, SAT Peak Synchro 1 Report David Evans and Associates Inc. MMI Page 4

187 HCM 21 Signalized Intersection Summary 5: I-15 SB & Central Ave 3/27/218 User approved volume balancing among the lanes for turning movement. * HCM 21 computational engine requires equal clearance times for the phases crossing the barrier. Lake Elsinore Honda 3/27/218 Existing Condition, SAT Peak Synchro 1 Report David Evans and Associates Inc. MMI Page 5

188 HCM 21 Signalized Intersection Summary 5: I-15 SB & Central Ave 3/27/218 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(5%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS B C C A C C Approach Vol, veh/h Approach Delay, s/veh Approach LOS C B C Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s * Max Green Setting (Gmax), s * Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 21 Ctrl Delay 18.1 HCM 21 LOS B Notes Lake Elsinore Honda 3/27/218 Existing plus Project Condition, SAT Peak Synchro 1 Report David Evans and Associates Inc. MMI Page 6

189 HCM 21 Signalized Intersection Summary 5: I-15 SB & Central Ave 3/27/218 User approved volume balancing among the lanes for turning movement. * HCM 21 computational engine requires equal clearance times for the phases crossing the barrier. Lake Elsinore Honda 3/27/218 Existing plus Project Condition, SAT Peak Synchro 1 Report David Evans and Associates Inc. MMI Page 7

190 HCM 21 Signalized Intersection Summary 5: I-15 SB & Central Ave 3/27/218 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(5%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS B D C A C C Approach Vol, veh/h Approach Delay, s/veh Approach LOS C B C Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s * Max Green Setting (Gmax), 1.2s 19.2 * Max Q Clear Time (g_c+i1), 8.7s Green Ext Time (p_c), s Intersection Summary HCM 21 Ctrl Delay 18.5 HCM 21 LOS B Notes Lake Elsinore Honda 3/27/218 Project Condition, SAT Peak Synchro 1 Report David Evans and Associates Inc. MMI Page 5

191 HCM 21 Signalized Intersection Summary 5: I-15 SB & Central Ave 3/27/218 User approved volume balancing among the lanes for turning movement. * HCM 21 computational engine requires equal clearance times for the phases crossing the barrier. Lake Elsinore Honda 3/27/218 Project Condition, SAT Peak Synchro 1 Report David Evans and Associates Inc. MMI Page 6

192 HCM 21 Signalized Intersection Summary Synchro 1 Report 5: I-15 SB & Central Ave 6/13/218 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(5%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS B D C A C C Approach Vol, veh/h Approach Delay, s/veh Approach LOS C B C Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s * Max Green Setting (Gmax), 1.2s 19.2 * Max Q Clear Time (g_c+i1), 8.9s Green Ext Time (p_c), s Intersection Summary HCM 21 Ctrl Delay 19.2 HCM 21 LOS B Notes Lake Elsinore Honda Cumulative Condition, SAT Peak David Evans and Associates Inc. MMI Page 5

193 HCM 21 Signalized Intersection Summary Synchro 1 Report 5: I-15 SB & Central Ave 6/13/218 User approved volume balancing among the lanes for turning movement. * HCM 21 computational engine requires equal clearance times for the phases crossing the barrier. Lake Elsinore Honda Cumulative Condition, SAT Peak David Evans and Associates Inc. MMI Page 6

194 HCM 21 Signalized Intersection Summary Synchro 1 Report 5: I-15 SB & Central Ave 6/13/218 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(5%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS B D C A C C Approach Vol, veh/h Approach Delay, s/veh Approach LOS C B C Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s * Max Green Setting (Gmax), s * Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 21 Ctrl Delay 21.8 HCM 21 LOS C Notes Lake Elsinore Honda Cumulative Condition, SAT Peak Mitigated David Evans and Associates Inc. MMI Page 5

195 HCM 21 Signalized Intersection Summary Synchro 1 Report 5: I-15 SB & Central Ave 6/13/218 User approved volume balancing among the lanes for turning movement. * HCM 21 computational engine requires equal clearance times for the phases crossing the barrier. Lake Elsinore Honda Cumulative Condition, SAT Peak Mitigated David Evans and Associates Inc. MMI Page 6

196 SUBJECT BY DATE JOB NO. SHEET OF TURN MOVEMENTS TM 3-Apr-18 DLRCSRZY-1 1 OF 2 E/W STREET : CENTRAL AVE INTERSECTION : N/S STREET : I-15 NORTHBOUND PROJECTED GROWTH : CONDITION : AM PEAK HOUR PER YEAR : 6 2% CONDITION DIAGRAMS EXISTING GEOMETRICS TURN MOVEMENTS Existing + Existing Project Project Ambient Project Related Cumulative Condition Trips Condition Growth Condition Projects Condition Condition Traffic Traffic Traffic Traffic Scenario # CENTRAL AVE EB LEFT EB THRU EB RIGHT WB LEFT WB THRU WB RIGHT I-15 NORTHBOUND NB LEFT NB THRU NB RIGHT SB LEFT SB THRU SB RIGHT TOTALS Los Angeles: ~ Ontario: ~ San Diego: ~ Santa Clarita: Temecula: ~ Tustin: ~ Victorville:

197 SUBJECT BY DATE JOB NO. SHEET OF TURN VOLUME SUMMARY TM 3-Apr-18 DLRCSRZY-1 2 OF 2 E/W STREET : CENTRAL AVE N/S STREET : I-15 NORTHBOUND CONDITION : AM PEAK HOUR PHF :.9 NORTH LEG SOUTH LEG LARGE 2 AXLE LARGE 3 AXLE LARGE 4(+) AXLE LARGE 2 AXLE LARGE 3 AXLE LARGE 4(+) AXLE RT THRU LT RT THRU LT RT THRU LT RT THRU LT RT THRU LT RT THRU LT EAST LEG WEST LEG LARGE 2 AXLE LARGE 3 AXLE LARGE 4(+) AXLE LARGE 2 AXLE LARGE 3 AXLE LARGE 4(+) AXLE RT THRU LT RT THRU LT RT THRU LT RT THRU LT RT THRU LT RT THRU LT NORTH LEG SOUTH LEG EAST LEG WEST LEG RT THRU LT RT THRU LT RT THRU LT RT THRU LT TRUCK AUTO TRUCK TOTAL VOLUMES TOTALS PERCENTAGE CENTRAL AVE EB LEFT % EB THRU % EB RIGHT % WB LEFT % WB THRU % WB RIGHT % I-15 NORTHBOUND NB LEFT % NB THRU % NB RIGHT % SB LEFT % SB THRU % SB RIGHT %

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202 HCM 21 Signalized Intersection Summary 6: I-15 NB & Central Ave 3/27/218 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(5%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS E A B C C D Approach Vol, veh/h Approach Delay, s/veh Approach LOS B B C Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 21 Ctrl Delay 2.3 HCM 21 LOS C Notes Lake Elsinore Honda 3/27/218 Existing Condition, AM Peak Synchro 1 Report David Evans and Associates Inc. MMI Page 6

203 HCM 21 Signalized Intersection Summary 6: I-15 NB & Central Ave 3/27/218 User approved volume balancing among the lanes for turning movement. Lake Elsinore Honda 3/27/218 Existing Condition, AM Peak Synchro 1 Report David Evans and Associates Inc. MMI Page 7

204 HCM 21 Signalized Intersection Summary 6: I-15 NB & Central Ave 3/27/218 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(5%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS E A B C C D Approach Vol, veh/h Approach Delay, s/veh Approach LOS B C C Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 21 Ctrl Delay 2.7 HCM 21 LOS C Notes Lake Elsinore Honda 3/27/218 Existing plus Project Condition, AM Peak Synchro 1 Report David Evans and Associates Inc. MMI Page 8

205 HCM 21 Signalized Intersection Summary 6: I-15 NB & Central Ave 3/27/218 User approved volume balancing among the lanes for turning movement. Lake Elsinore Honda 3/27/218 Existing plus Project Condition, AM Peak Synchro 1 Report David Evans and Associates Inc. MMI Page 9

206 HCM 21 Signalized Intersection Summary 6: I-15 NB & Central Ave 3/27/218 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(5%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS E A B C C D Approach Vol, veh/h Approach Delay, s/veh Approach LOS B C C Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 21 Ctrl Delay 21.5 HCM 21 LOS C Notes Lake Elsinore Honda 3/27/218 Project Condition, AM Peak Synchro 1 Report David Evans and Associates Inc. MMI Page 7

207 HCM 21 Signalized Intersection Summary 6: I-15 NB & Central Ave 3/27/218 User approved volume balancing among the lanes for turning movement. Lake Elsinore Honda 3/27/218 Project Condition, AM Peak Synchro 1 Report David Evans and Associates Inc. MMI Page 8

208 HCM 21 Signalized Intersection Summary Synchro 1 Report 6: I-15 NB & Central Ave 6/13/218 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(5%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS F A C F C F Approach Vol, veh/h Approach Delay, s/veh Approach LOS C D D Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 21 Ctrl Delay 43.2 HCM 21 LOS D Notes Lake Elsinore Honda Cumulative Condition, AM Peak David Evans and Associates Inc. MMI Page 7

209 HCM 21 Signalized Intersection Summary Synchro 1 Report 6: I-15 NB & Central Ave 6/13/218 User approved volume balancing among the lanes for turning movement. Lake Elsinore Honda Cumulative Condition, AM Peak David Evans and Associates Inc. MMI Page 8

210 SUBJECT BY DATE JOB NO. SHEET OF TURN MOVEMENTS TM 3-Apr-18 DLRCSRZY-1 1 E/W STREET : CENTRAL AVE INTERSECTION : N/S STREET : I-15 NORTHBOUND PROJECTED GROWTH : CONDITION : PM PEAK HOUR PER YEAR : OF 6 2% 2 CONDITION DIAGRAMS TURN MOVEMENTS Existing + Existing Project Project Ambient Project Related Cumulative Condition Trips Condition Growth Condition Projects Condition Condition Traffic Traffic Traffic Traffic Scenario # 2 CENTRAL AVE EB LEFT EB THRU EB RIGHT WB LEFT WB THRU WB RIGHT I-15 NORTHBOUND NB LEFT NB THRU NB RIGHT SB LEFT SB THRU SB RIGHT TOTALS Los Angeles: ~ Ontario: ~ San Diego: ~ Santa Clarita: Temecula: ~ Tustin: ~ Victorville:

211 SUBJECT BY DATE JOB NO. SHEET OF TURN VOLUME SUMMARY TM 3-Apr-18 DLRCSRZY-1 2 OF 2 E/W STREET : CENTRAL AVE N/S STREET : I-15 NORTHBOUND CONDITION : PM PEAK HOUR PHF :.96 NORTH LEG SOUTH LEG LARGE 2 AXLE LARGE 3 AXLE LARGE 4(+) AXLE LARGE 2 AXLE LARGE 3 AXLE LARGE 4(+) AXLE RT THRU LT RT THRU LT RT THRU LT RT THRU LT RT THRU LT RT THRU LT EAST LEG WEST LEG LARGE 2 AXLE LARGE 3 AXLE LARGE 4(+) AXLE LARGE 2 AXLE LARGE 3 AXLE LARGE 4(+) AXLE RT THRU LT RT THRU LT RT THRU LT RT THRU LT RT THRU LT RT THRU LT NORTH LEG SOUTH LEG EAST LEG WEST LEG RT THRU LT RT THRU LT RT THRU LT RT THRU LT TRUCK AUTO TRUCK TOTAL VOLUMES TOTALS PERCENTAGE CENTRAL AVE EB LEFT % EB THRU % EB RIGHT % WB LEFT % WB THRU % WB RIGHT % I-15 NORTHBOUND NB LEFT % NB THRU % NB RIGHT % SB LEFT % SB THRU % SB RIGHT % Los Angeles Office: ~ Ontario Office: ~ San Diego Office: Santa Barbara Office: ~ Santa Clarita Office: l ~ Temecula Office: Tustin Office: ~ Victorville Office:

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216 HCM 21 Signalized Intersection Summary 6: I-15 NB & Central Ave 3/27/218 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(5%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS D A B B C D Approach Vol, veh/h Approach Delay, s/veh Approach LOS A B C Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 21 Ctrl Delay 16.7 HCM 21 LOS B Notes Lake Elsinore Honda 3/27/218 Existing Condition, PM Peak Synchro 1 Report David Evans and Associates Inc. MMI Page 6

217 HCM 21 Signalized Intersection Summary 6: I-15 NB & Central Ave 3/27/218 User approved volume balancing among the lanes for turning movement. Lake Elsinore Honda 3/27/218 Existing Condition, PM Peak Synchro 1 Report David Evans and Associates Inc. MMI Page 7

218 HCM 21 Signalized Intersection Summary 6: I-15 NB & Central Ave 3/27/218 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(5%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS D A B B C D Approach Vol, veh/h Approach Delay, s/veh Approach LOS B B C Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 21 Ctrl Delay 16.9 HCM 21 LOS B Notes Lake Elsinore Honda 3/27/218 Existing plus Project Condition, PM Peak Synchro 1 Report David Evans and Associates Inc. MMI Page 8

219 HCM 21 Signalized Intersection Summary 6: I-15 NB & Central Ave 3/27/218 User approved volume balancing among the lanes for turning movement. Lake Elsinore Honda 3/27/218 Existing plus Project Condition, PM Peak Synchro 1 Report David Evans and Associates Inc. MMI Page 9

220 HCM 21 Signalized Intersection Summary 6: I-15 NB & Central Ave 3/27/218 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(5%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS D A B B C D Approach Vol, veh/h Approach Delay, s/veh Approach LOS B B C Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 21 Ctrl Delay 17.3 HCM 21 LOS B Notes Lake Elsinore Honda 3/27/218 Project Condition, PM Peak Synchro 1 Report David Evans and Associates Inc. MMI Page 8

221 HCM 21 Signalized Intersection Summary 6: I-15 NB & Central Ave 3/27/218 User approved volume balancing among the lanes for turning movement. Lake Elsinore Honda 3/27/218 Project Condition, PM Peak Synchro 1 Report David Evans and Associates Inc. MMI Page 9

222 HCM 21 Signalized Intersection Summary Synchro 1 Report 6: I-15 NB & Central Ave 6/13/218 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(5%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS F A B C C F Approach Vol, veh/h Approach Delay, s/veh Approach LOS D B F Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 21 Ctrl Delay 53.8 HCM 21 LOS D Notes Lake Elsinore Honda Cumulative Condition, PM Peak David Evans and Associates Inc. MMI Page 7

223 HCM 21 Signalized Intersection Summary Synchro 1 Report 6: I-15 NB & Central Ave 6/13/218 User approved volume balancing among the lanes for turning movement. Lake Elsinore Honda Cumulative Condition, PM Peak David Evans and Associates Inc. MMI Page 8

224 SUBJECT BY DATE JOB NO. SHEET OF TURN MOVEMENTS TM 3-Apr-18 DLRCSRZY-1 1 OF 2 E/W STREET : CENTRAL AVE INTERSECTION : 6 N/S STREET : I-15 NORTHBOUND PROJECTED GROWTH : 2% CONDITION : SAT PEAK HOUR PER YEAR : CONDITION DIAGRAMS TURN MOVEMENTS Existing + Existing Project Project Ambient Project Related Cumulative Condition Trips Condition Growth Condition Projects Condition Condition Traffic Traffic Traffic Traffic Scenario # 3 6 CENTRAL AVE 9 12 EB LEFT EB THRU EB RIGHT WB LEFT WB THRU WB RIGHT I-15 NORTHBOUND NB LEFT NB THRU NB RIGHT SB LEFT SB THRU SB RIGHT TOTALS Los Angeles: ~ Ontario: ~ San Diego: ~ Santa Clarita: Temecula: ~ Tustin: ~ Victorville:

225 SUBJECT BY DATE JOB NO. SHEET OF TURN VOLUME SUMMARY TM 3-Apr-18 DLRCSRZY-1 E/W STREET : CENTRAL AVE N/S STREET : I-15 NORTHBOUND CONDITION : SAT PEAK HOUR PHF :.96 2 OF 2 NORTH LEG SOUTH LEG LARGE 2 AXLE LARGE 3 AXLE LARGE 4(+) AXLE LARGE 2 AXLE LARGE 3 AXLE LARGE 4(+) AXLE RT THRU LT RT THRU LT RT THRU LT RT THRU LT RT THRU LT RT THRU LT EAST LEG WEST LEG LARGE 2 AXLE LARGE 3 AXLE LARGE 4(+) AXLE LARGE 2 AXLE LARGE 3 AXLE LARGE 4(+) AXLE RT THRU LT RT THRU LT RT THRU LT RT THRU LT RT THRU LT RT THRU LT NORTH LEG SOUTH LEG EAST LEG WEST LEG RT THRU LT RT THRU LT RT THRU LT RT THRU LT CENTRAL AVE TRUCK AUTO TRUCK TOTAL VOLUMES TOTALS PERCENTAGE EB LEFT % EB THRU % EB RIGHT % WB LEFT % WB THRU % WB RIGHT % I-15 NORTHBOUND NB LEFT % NB THRU 2 2 1% NB RIGHT % SB LEFT % SB THRU % SB RIGHT % Los Angeles Office: ~ Ontario Office: ~ San Diego Office: Santa Barbara Office: ~ Santa Clarita Office: l ~ Temecula Office: Tustin Office: ~ Victorville Office:

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230 HCM 21 Signalized Intersection Summary 6: I-15 NB & Central Ave 3/27/218 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(5%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS C A B C C D Approach Vol, veh/h Approach Delay, s/veh Approach LOS A B C Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 21 Ctrl Delay 18.1 HCM 21 LOS B Notes Lake Elsinore Honda 3/27/218 Existing Condition, SAT Peak Synchro 1 Report David Evans and Associates Inc. MMI Page 6

231 HCM 21 Signalized Intersection Summary 6: I-15 NB & Central Ave 3/27/218 User approved volume balancing among the lanes for turning movement. Lake Elsinore Honda 3/27/218 Existing Condition, SAT Peak Synchro 1 Report David Evans and Associates Inc. MMI Page 7

232 HCM 21 Signalized Intersection Summary 6: I-15 NB & Central Ave 3/27/218 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(5%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS D A B C C D Approach Vol, veh/h Approach Delay, s/veh Approach LOS B B C Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 21 Ctrl Delay 18.5 HCM 21 LOS B Notes Lake Elsinore Honda 3/27/218 Existing plus Project Condition, SAT Peak Synchro 1 Report David Evans and Associates Inc. MMI Page 8

233 HCM 21 Signalized Intersection Summary 6: I-15 NB & Central Ave 3/27/218 User approved volume balancing among the lanes for turning movement. Lake Elsinore Honda 3/27/218 Existing plus Project Condition, SAT Peak Synchro 1 Report David Evans and Associates Inc. MMI Page 9

234 HCM 21 Signalized Intersection Summary 6: I-15 NB & Central Ave 3/27/218 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(5%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS D A B B C D Approach Vol, veh/h Approach Delay, s/veh Approach LOS B B C Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 21 Ctrl Delay 18.3 HCM 21 LOS B Notes Lake Elsinore Honda 3/27/218 Project Condition, SAT Peak Synchro 1 Report David Evans and Associates Inc. MMI Page 7

235 HCM 21 Signalized Intersection Summary 6: I-15 NB & Central Ave 3/27/218 User approved volume balancing among the lanes for turning movement. Lake Elsinore Honda 3/27/218 Project Condition, SAT Peak Synchro 1 Report David Evans and Associates Inc. MMI Page 8

236 HCM 21 Signalized Intersection Summary Synchro 1 Report 6: I-15 NB & Central Ave 6/13/218 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(5%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS D A B B C D Approach Vol, veh/h Approach Delay, s/veh Approach LOS B B C Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 21 Ctrl Delay 18.5 HCM 21 LOS B Notes Lake Elsinore Honda Cumulative Condition, SAT Peak David Evans and Associates Inc. MMI Page 7

237 HCM 21 Signalized Intersection Summary Synchro 1 Report 6: I-15 NB & Central Ave 6/13/218 User approved volume balancing among the lanes for turning movement. Lake Elsinore Honda Cumulative Condition, SAT Peak David Evans and Associates Inc. MMI Page 8

238 APPENDIX D: CENTRAL PLAZA DEVELOPMENT PROJECT STATUS MEMO

239 DATE: June 18, 218 TO: FROM: SUBJECT: PROJECT: Jim Daisa Trisha Munoz Aaron Cook Status of Central Plaza Collier/Crane Traffic Signal DLRCSRZY1 Honda Center Lake Elsinore CC: The Central Plaza Retail Center is currently under construction on the parcel immediately to the Northwest of the proposed Honda Center project site. The two projects share a driveway that is accessed at the intersection of Collier Avenue and Crane Street. As of the date of this memo, the majority of the on-site construction of the Central Plaza Retail Center is completed. The offsite improvements required as conditions to open the retail center are still in various phases of design and construction. Offsite improvement plans have not been approved due delays related to obtaining an encroachment permit from Caltrans for proposed improvements on Central Avenue. However, portions of the offsite improvements have been constructed at risk and the Caltrans encroachment permit process is nearly complete after 5 plancheck reviews. The construction plans for the proposed signal at Collier and Crane have completed 3 plancheck reviews with the city, but cannot be approved until the Caltrans encroachment permit is obtained. Construction bonds for the signal will be processed once the plans are approved. It is expected that the signal plans, including the Collier/Crane intersection, will be approved and bonded within the next 2 months and installed within the next 4 months. Attachments/Enclosures: N/A File Path: P:\D\DLRCSRZY1\3COM\31Internal\313Letters\DLRC1-CentralPlazaStatus-Memo docx Remington Avenue Suite 22 Temecula California 9259 Telephone: Facsimile: